400Flexible Pavements .................................................................................

102.10 Bids shall be submitted via the internet using the latest version of AASHTOWare Project Bids®, and be

submitted using the BidExpress® website. All bids shall be filed prior to the time specified in the notice to contractors. BidExpress® will not accept any bids submitted after that time.

102.11 Any request for withdrawal of a bid submitted electronically shall be completed through Bid Express®

prior to the time set for opening bids. The bidder may submit multiple electronic bids on the same project, however, the last bid received supersedes all previous submittals.

102.12 Combination Bids. Combination bids for two or more projects may be required or permitted and will be

designated as such in the bidding documents.

102.12.1 On required combinations, the bidder shall complete the bid for each project included in the

combination.

102.12.2 On permitted combinations, the bidder will be allowed to combine all projects in the combination or

bid each project separately. The Commission reserves the right to determine the combination and make awards of the bids, that will be to the best interest of the State, provided they are in conformance with the request for bids and the bids submitted.

102.12.2 1 To combine all projects in a permitted combination, the bidder shall enter a complete bid for each

project and mark the “All or None” box in the Bid. By marking “All or None” and combining all the projects, the bidder will be awarded all the projects in the combination or none of the projects.

102.12.2 2 If the bidder does not combine all of the projects, bids for the individual projects will be considered

separately. The bidder shall complete the bid for each project the bidder desires to bid and leave the project's bid items blank for all projects not bid.

102.12.3 Two or more projects awarded in combination will be considered to be covered by a single contract. If

during construction an item for which a unit price has not been bid is encountered in one project of a combination, the unit price bid for the same item in another project of the combination will apply, unless there is conclusive proof that conditions are changed significantly to effect a definite increase or decrease in the cost of the operation. 30102.13 Bids will be opened and the bid totals made public.

102.14 Disqualification of Bidders. Any one or more of the following reasons may be considered as being

sufficient for the disqualification of a bidder and the rejection of the bid or bids:

102.15 Right to Reject Bids. The Commission reserves the right to reject any bid and also the right to reject all

bids. All bids may be rejected for, without limitation, the following reasons:

102.16 Opportunity to Partner. The successful bidder may enter into a cooperative partnership agreement with

the Commission for the contract. The objective of this agreement will be the effective completion of the work, on time and to the standard of quality that will be a source of pride to both the Commission and the contractor. The “Partnering” agreement will not affect the terms of the contract. The agreement will only establish an environment of cooperation between the parties.

102.16.1 Partnering objectives can be achieved on an informal basis, the preferred method, or if a formal

partnering agreement is desired, a initial training session is recommended to initiate the formal partnership agreement. The cost of this training will be borne equally between the Commission and the contractor. 31102.16.2 Participation in “Partnering” will be voluntary and will not be required of the contract. The costs associated with “Partnering” shall not be included in the bid.

102.17 Disadvantaged Business Enterprise Program Bidding Requirements. Refer to the General Provisions

for DBE Program Requirements.

102.18 Certifications. The bidder makes the following certifications by signing and submitting the bid.

102.18.1 Certification Regarding Affirmative Action and Equal Opportunity. If the bidder does not meet all

requirements set forth in sub-paragraphs (a), (b) and (c) of this section, then the bidder shall submit a statement indicating which elements the bidder has complied with and those elements that are not in fact true and correct. The statement shall be on company letterhead, signed by the bidder and inserted inside the submitted bid. The bidder shall provide the following elements:

102.18.2 Certification Regarding Disbarment, Eligibility, Indictments, Convictions or Civil Judgments.

The president or authorized official of the bidder, under penalty of perjury under the laws of the USA, shall certify that, except as noted in the exceptions, the company or any person associated therewith in the capacity of owner, partner, director, officer, principal investor, project director, manager, auditor or any position involving the administration of federal funds:

102.18.2 1 If there are any exceptions, the bidder shall submit the exceptions on company letterhead, signed by

the bidder and inserted inside the bid submitted.

102.18.2 2 Exceptions will not necessarily result in denial of award, but will be considered in determining

bidder responsibility.

102.18.2 3 For any exception noted, the bidder shall indicate to whom it applies, the initiating agency, and dates

of action.

102.18.2 4 Providing false information may result in criminal prosecution or administrative sanctions.

32102.18.3 Certification Regarding Anti-Collusion. In accordance with 23 USC 112, the bidder shall certify, under penalty of perjury, that the bidder has not, either directly or indirectly, entered into any agreement, participated in any collusion or otherwise taken any action in restraint of free competitive bidding in connection with this contract.

102.18.4 Certification Regarding Lobbying Activities. In accordance with 31 USC 1352, the bidder shall

certify that:

102.18.4 1 This certification shall be a material representation of fact upon which reliance was placed when this

transaction was made or entered into. Submission of this certification shall be a prerequisite for making or entering into this transaction imposed by 31 USC 1352. Any person who fails to file the required certification will be subject to a civil penalty of no less than $10,000 and no more than $100,000 for each such failure.

102.18.4 2 The bidder also agrees by submitting a bid that the bidder shall require that the language of this

certification be included in all subcontracts that exceed $100,000, and that all such subrecipients shall certify and disclose any lobbying activities accordingly.

102.18.5 Certification Regarding Missouri Domestic Products Procurement Act. This certification will only

apply to state-funded projects as noted on the cover of the Request for Bid. The bidder’s attention is directed to Sections 34.350 through 34.359 RSMo 2000, which requires all manufactured goods or commodities used or supplied in the performance of the contract or any subcontract to be manufactured, assembled or produced in the USA. Sections 34.350 through 34.359 RSMo will not apply if the total bid is less than $1,000.00.

102.18.5 1 Section 34.355 RSMo requires the vendor or bidder to certify compliance with Section 34.353 RSMo

and, if applicable, Section 34.359 RSMo at the time of bidding and prior to payment. Failure to comply with Section 34.353 RSMo during performance of the contract and to provide certification of compliance prior to payment will result in nonpayment for those goods or commodities.

102.18.5 2 The bidder shall certify that all the specified goods or products for which this bid was solicited are

manufactured, assembled or produced in the USA. If there are any exceptions, the bidder shall submit a list of the exceptions on company letterhead, signed by the bidder and attached to the inside of the bid submitted. The list shall include the pay item number and the location where the item is manufactured. The bidder shall identify any of the exceptions in the list that are specified goods or products that are treated as manufactured, assembled or produced in the USA under an existing treaty, law, agreement or regulation of the USA regarding export/import restrictions and international trade.

102.18.5 3 The bidder shall notify the contact listed in the Request for Bid of any specified goods or products

that cannot be manufactured, assembled or produced in the USA in sufficient quantities or in time to meet the contract specifications.

102.18.5 4 The bidder shall certify that the bid complies with all provisions of Section 34.350 et seq RSMo.

102.19 Preference for Missouri Products. By virtue of statutory authority, a preference will be given, on

projects other than federal aid projects, to material, products, supplies, provisions and all other articles produced, manufactured, made or grown within the State of Missouri, where same are of a suitable character and can be obtained at reasonable market prices in the state and are of a quality suited to the purpose intended and can be secured without additional cost over foreign products or products of other states. 33SECTION 103 AWARD AND EXECUTION OF CONTRACT 103.1 Consideration of Bids. After bids are opened and the bid totals read, the bids will be compared on the basis of the summation of the products of the approximate quantities shown in the bid schedule multiplied by the unit bid prices. The results of such comparisons will be immediately available to the public. 103.2 Award of Contract. 103.2.1 The contract will be awarded by the Commission to the lowest responsible bidder as soon as practical after the opening of the bids. The responsibility of the contractor will be determined by the Commission based on, but not limited to, previous work, financial standing and record for the payment of the contractor’s obligations. No contract will be executed by the Commission unless the contractor has on file with the Commission a valid contractor questionnaire in accordance with Sec 102.2. The successful bidder will be notified by letter mailed to the address shown on the bid that the bid has been accepted and the contract has been awarded. 103.2.2 The Commission may make a contingent award to the second lowest responsible bidder. If the low bidder fails to execute the contract in accordance with this section, the contract will be offered to the second lowest responsible bidder in accordance with the contingent award made by the Commission within 25 days after the original award date. The second low bidder shall then be bound by the same requirements as specified for the lowest responsible bidder. The Notice to Proceed may be extended by the number of days between the original Commission award and the day the contract has been mailed to the second lowest responsible bidder. If the contract time for completion of the work is set solely by completion date, then the completion date may be extended by the number of days between the original Commission award and the day the contract was mailed to the second lowest responsible bidder. The new contract will be adjusted to reflect these changes, if appropriate. 103.2.2.1 If the second low bidder is not able to perform the work at the unit prices bid by the second low bidder due solely to the fact that the low bidder is unable to perform as a subcontractor in accordance with Sec 103.6, and the second low bidder based its bid upon an offer by the low bidder to perform subcontract work for the second low bidder, the second low bidder will not be required to forfeit its bid bond, providing the second low bidder submits to the Commission proper documentation that its bid was based on the low bidder’s quote. Proper documentation shall include, but is not limited to, a letter to the Commission describing the work that was to be performed by the low bidder as a subcontractor, all quotes the contractor received and all documentation for the work in question. 103.2.2.2 When the second low bidder is required to execute the contract and the low bidder was a DBE firm that was identified on the second low bidder’s Identification of Participating DBE’s, the second low bidder shall attempt to replace the low bidder with another DBE firm. If the second low bidder is unsuccessful in attaining another DBE firm for that work, the second low bidder shall certify that a good faith effort was made in accordance with 49 CFR 26.53. The DBE goal will be adjusted accordingly. 103.2.3 When the tabulated lowest bids are equal in all respects, including price, the successful bidder will be determined by a formal drawing of lot limited to the tied bidders. Tied bidders will be notified of the location and time of the drawing and have the opportunity to attend, but attendance will not be required. 103.2.4 Alternate Bids. In making the award, if alternate bids have been requested, that alternate that will be in the best interest of the Commission will be used. 103.2.5 Federal Concurrence. If the USA or any agency thereof is paying all or a portion of the cost of construction of the project, the award made by the Commission will be tentative until proper federal concurrence therein has been received. 103.3 Return of Bid Guaranty. The bid guaranty, whether check or bid bond, of the low bidder will be retained until the contract has been executed by the successful bidder, all insurance requirements have been met and a satisfactory contract bond furnished. The check of the low bidder will then be returned. The bid guaranty of the second low bidder will be returned when the Commission has determined that award will not be made to that firm. If errors or irregularities appear in the bid of either of the two lowest bidders that creates doubt as to the status of such a bid, the bid guaranties of other bidders may be retained. When the two lowest bidders have been definitely established, the checks of the other bidders will be returned. Any bid bond furnished as a bid guaranty 34will be returned only upon request of the bidder furnishing the bid bond. If an award is not made, all checks will be returned to the bidders. 103.4 Contract Bond Required. 103.4.1 The successful bidder shall, at the time of the execution of the contract, furnish a contract bond in a sum equal to the contract price. The bond shall be to the State of Missouri, in a form and with surety or sureties acceptable to the Commission, to ensure the proper and prompt completion of the work in accordance with the provisions of the contract, the contractor’s compliance with all of the terms and conditions of the contract, all obligations on the contractor’s part to be performed and payment of all obligations to the Commission by the contractor, including any indebtedness, liquidated or unliquidated, for any reason relating to or arising from the contract, and to ensure payment for all labor performed and material consumed or used in the work. The bond, if executed by a surety that is a corporation organized in a state other than Missouri, shall be signed by an agent or broker licensed by the Missouri Department of Insurance. All bids shall be submitted on the basis of furnishing a contract bond executed by an approved surety or sureties, as herein set out. The surety’s liability under the contract bond and contract shall not be limited to the penal sum as set forth in the contract bond. The surety shall be liable and responsible to the Commission for the contractor’s entire performance and of all obligations arising under or from the contract, which shall include, but is not limited to any change orders issued under the contract that increase the cost of the contract. 103.4.2 Certificate of Authority. Any surety company that proposes to execute a bond as required by the contract shall have on file with or furnish to the Commission a certified copy of the surety’s certificate of authority to transact business in the State of Missouri. 103.4.3 Surety Acceptability. A surety will be acceptable to the Commission if the surety is listed in the current United States Department of the Treasury, Fiscal Service, Department Circular 570, Companies Holding Certificates of Authority as Acceptable Sureties on Federal Bonds and as Acceptable Reinsuring Companies. Individual contract bonds may not be in excess of the underwriting limitation listed in the circular. 103.5 Execution of Contract. The individual, partnership, corporation or joint venturer awarded the contract shall return the prescribed copies of the contract and bond, properly executed, to the office of the Commission within 15 days after the unexecuted contract has been mailed to the bidder. No bid shall be considered binding upon the Commission until the contract has been awarded by the Commission, and until the successful bidder has executed and returned the contract and a satisfactory bond. No contract will be effective until the contract has been executed by all parties. 103.6 Failure to Execute Contract. Failure to execute the contract or to file an acceptable contract bond within 15 days after the unexecuted contract has been mailed to the bidder will be just cause for the cancellation of the award and the forfeiture of the bid guaranty. A bidder failing to file an acceptable bid or contract bond from an approved surety or failing to execute the contract within the time provided resulting in a cancellation of the award to that bidder, disqualifies that bidder, and any other firm having common ownership or control with that bidder, from performing any work on the Commission project or projects that are the subject of that bid, as a prime contractor, a subcontractor or a supplier. 35SECTION 104 SCOPE OF WORK 104.1 Intent of Contract. The contractor shall complete the work described and furnish all resources required to complete the work under the contract. 104.2 Differing Site Conditions. If differing site conditions are encountered during the progress of the work, the discovering party shall promptly notify the other party in accordance with Sec 104.4. No further disturbance of the site or performance of the affected work shall be done after the alleged differing site conditions are noted, unless otherwise directed in writing by the engineer. 104.2.1 Upon written notification, the engineer will investigate the conditions, and if it is determined that the conditions materially differ and cause an increase or decrease in the cost or time required for the performance of any work under the contract, an adjustment, excluding anticipated profits, will be made and the contract modified in writing accordingly. The engineer will notify the contractor whether or not an adjustment of the contract is warranted. 104.2.2 No contract adjustment that results in a benefit to the contractor will be allowed unless the contractor has provided the required written notice as specified in Sec 104.4. 104.2.3 No contract adjustment will be allowed under this section for any effects caused on unchanged work. 104.2.4 Payment will be determined in accordance with Sec 109.4 and adjustments in contract time will be determined in accordance with Sec 108.14. 104.3 Changes in the Work. When considered necessary to satisfactorily complete the project, the engineer reserves the right to provide written notice to the contractor, at any time during the contract, to change quantities or make other alterations for which there are no provisions included in the contract. Such changes in quantities and alterations in the work will not invalidate the contract, require consent of the surety, nor release the contract surety, and the contractor agrees to perform the work as altered. Alterations of plans or of the nature of the work will not involve work beyond the termini of the proposed construction, except as may be necessary to satisfactorily complete the project. 104.3.1 If the alterations or changes in quantities do not cause a significant change in the work to be performed under the contract, payment for the altered work will be determined in accordance with Sec 109.3 for all work for which a contract unit price exists, and Sec 109.4 for all other work. The basis for the adjustment for work for which no unit price exists shall be agreed upon prior to the performance of the work. If a basis cannot be agreed upon, then an adjustment will be made either for or against the contractor in such amount as the engineer may determine to be fair and equitable. If the directed changes require additional time to complete the contract, adjustments in the contract time will be determined in accordance with Sec 108.7. 104.3.2 If the alterations or changes in quantities cause significant change in the work under the contract as defined in Sec 101, an adjustment will be made to the contract. This adjustment will occur whether such alterations or changes are in themselves a significant change in the work or by affecting other work, causing such other work to become significantly different. Payment will be determined in accordance with Sec 109.3 or Sec 109.4. The basis for the adjustment shall be agreed upon prior to the performance of the work. If a basis cannot be agreed upon, then an adjustment will be made either for or against the contractor in such amount as the engineer may determine to be fair and equitable. If the directed changes require additional time to complete the contract, adjustments in the contract time will be determined in accordance with Secs 108.7 or 108.14, as appropriate. 104.4 Notification of Differing Site Conditions and Changes in the Work. The contractor shall promptly notify the engineer of alleged changes to the contract due to differing site conditions, altered work beyond the scope of the contract, or actions taken by MoDOT that changed the contract terms and conditions. Within five business days of the date the alleged change or action was noted, the contractor shall provide the following information to the engineer in writing:

104.10 Mailboxes, Signs and Markers.

104.10.1 Mailboxes. Mailboxes within the limits of the project that will interfere with operations shall be

removed by the contractor before work is begun. Mailboxes shall be set temporarily where the mailbox will be accessible to both the carrier and the patron, and shall be properly reset by the contractor at designated locations before final acceptance of the work by the Commission. Mailboxes damaged by the contractor shall be replaced by the contractor at the contractor’s expense. All mailbox supports set by the contractor shall be in accordance with AASHTO guidelines. Mailboxes may be reset by the contractor using only approved supports furnished 40either by the postal patron or by the engineer. No direct payment will be made for the removal, relocation or replacement of mailboxes or supports.

104.10.2 Signs and Markers. Signs and markers within the limits of the project that will interfere with

operations shall be removed by the contractor before work is begun. All such signs and markers required for safe control and guidance of traffic shall be temporarily reset, readily visible to traffic, and shall be maintained in a satisfactory condition. If the nature of the work makes temporary relocation impractical, the signs shall be placed on movable supports and maintained in accordance with Sec 616. Stop and yield signs at intersecting roadways shall be maintained where signs are readily visible to traffic at all times. Other individual signs may be moved aside only when signs interfere with actual operations. All required signs and markers shall be properly located to control traffic at all times. Final removal of signs and markers will be permitted only when permanent signs and markers have been installed. All signs and markers will remain the property of the Commission and shall, after final removal, be delivered without damage to locations within the project limits as directed by the engineer. No direct payment will be made for removal, relocation, temporary supports, maintenance or final removal and delivery of signs and markers.

104.10.3 Right of Way Markers and Plaques. All right of way marker posts or markers damaged by the

contractor’s operations shall be replaced at the contractors’ expense, and installed in accordance with Sec 602 and the standard drawings. Replacements for damaged right of way marker plaques will be furnished by the Commission.

104.11 Final Clean Up.

104.11.1 Before final acceptance, the contractor shall restore to a condition equal to or better than that existing

prior to construction all property, both public and private, within, adjacent to and beyond the limits of construction that have been disturbed or damaged by prosecution of the work. Restoration work shall be at the contractor’s expense.

104.11.2 When specified in the contract, the contractor shall open and clean all existing channels and culverts

from all excess mud or silt, drift, brush or debris of any kind. Any material excavated in cleaning existing channels will be paid for as roadway excavation of like classification. Any material excavated in cleaning out culverts that are used in place will be paid for at the contract price per each structure. However, only the initial excavation will be paid for, and any subsequent cleaning required prior to final acceptance shall be at the contractor’s expense.

104.12 Requirements for Projects Involving Work On Railroad Right of Way.

104.12.1 All work on, over or under railroad right of way shall be performed by the contractor without damage

to the facilities and property of the railroad or the railroad’s lessees, and in strict observance of requirements of the engineer and railroad for the safety of railroad property and operations. The contractor shall maintain the existing or proposed depth and section of the ditches along the tracks of railroads through the limits of construction. Any sediment resulting from new construction shall be promptly removed.

104.12.2 The contractor shall indemnify the railroad for any loss or damage to the railroad property, right of

way, tracks and other facilities, hereafter referred to as property, caused by acts or omissions of the contractor, or any of the contractor’s subcontractors, in performing work on a project, whether on, over, under or in the vicinity of railroad property. In the event the contractor fails to restore railroad property immediately to a condition acceptable to the railroad when any such loss or damage to railroad property is called to the contractor’s attention by the railroad, then the railroad may perform such corrective work at the contractor’s cost.

104.12.3 Prior to beginning any work on, over or under railroad right of way, the contractor shall furnish to the

railroad’s engineer evidence of “Commercial Auto Liability Insurance,” “Commercial General Liability Insurance” and “Railroad Protective Liability Insurance” in accordance with the contract documents and special provisions, which will establish the limits of each type of insurance.

104.12.4 The term “loss or damage” as used in Sec 104.12 will include, but not be limited to, the erosion and

silting of, water damage to, and the accidental or intentional placing or dropping of objects on railroad property. 41104.12.5 Work performed on, over or under railroad right of way will be subject to the inspection of railroad representatives.

104.12.6 The Commission will make provisions for any temporary removal of railroad or railroad lessees’

facilities that are to be moved.

104.12.7 The contractor shall in no way hold the Commission liable for delay caused by securing the railroad

company’s approval of construction features involved in placing any grade separation structure, the removal of any structures over the railroad’s right of way, shoring plans that could affect the railroad’s facilities or operation or any changes from the design plans that appear desirable during construction.

104.12.8 Construction requirements for projects involving work upon railroad right of way will be as follows.

104.12.8 1 Fiber optic, communications, control systems and other types of cable may be buried on railroad

property. Before beginning work, the contractor shall contact the railroad to determine if cable systems are buried on the railroad property to be used by the contractor.

104.12.8 2 The contractor shall provide a minimum construction vertical clearance of 21 feet 6 inches above the

top of rails and a minimum construction lateral clearance of 10 feet from the center line of track to the nearest temporary construction falsework. The contractor shall provide the minimum final lateral and vertical clearances as shown on the plans.

104.12.8 3 The contractor shall arrange with the railroad for installation of any temporary crossings.

104.12.8 4 The contractor shall notify the railroad and shall arrange for adequate protection of railroad property

and operations under the following situations and conditions:

104.12.8 5 Arrangements for flagging shall be made in accordance with the contract documents and special

provisions.

104.12.8 6 When performing work near the railroad tracks, the contractor shall, at the end of each work day,

inspect the track area and clean up any debris. When the project is completed, the contractor shall remove any debris or material dropped on the railroad from the railroad right of way.

104.12.9 Requirements for projects involving rates of pay and other related costs for protective services required

by the railroad will be as follows.

104.12.9 1 The services of one track foreman or other railroad employees qualified to protect railroad operations

in accordance with railroad’s rules, will be required during any construction operations involving direct interference with railroad tracks or traffic, the fouling of railroad operating clearances or reasonable probability of accidental hazard to railroad traffic. Services of additional railroad personnel for flagging protection will be required whenever such protection is needed when required by the railroad’s authorized railroad representative.

104.12.9 2 The rate of pay per hour for each flagger shall be the prevailing hourly rate for the class of employee

used in accordance with labor agreements and schedules in effect at the time the work is performed.

104.12.9 3 One and one-half times current hourly rate shall be paid for overtime, Saturdays and Sundays. Two

and one-half times current hourly rate shall be paid for holidays.

104.12.9 4 Wage rates are subject to change at any time by law or by agreement between the railroad and

railroad employees, and may be retroactive as a result of negotiations or a ruling of an authorized governmental agency. Additional charges, such as labor surcharges, are also subject to change. If the wage rates or additional charges are changed, the contractor shall pay on the basis of the new rates and new charges. 42104.12.10 Requirements for projects involving reimbursement for work upon railroad right of way will be as follows.

104.12.10 1 The contractor shall reimburse the railroad for all costs of installation, maintenance and removal of

any temporary crossings.

104.12.10 2 The contractor shall reimburse the railroad for all costs of protective services, such as flaggers,

required by the railroad for the protection of railroad property and operations in accordance with Sec 104.12.9. All such costs shall be determined on the basis of rates of pay and other related costs actually in existence at the time protective services are furnished. Payments will be made by deduction of funds from the contractor’s periodic progress payments.

104.12.10 2.1 Reimbursement shall cover the full eight hour day during which any flagger is furnished, unless

the flagger can be assigned to other railroad work during a portion of such day, in which event reimbursement will not be required for the portion of the day during which the flagger is engaged in other work.

104.12.10 2.2 Reimbursement will be required for any day not actually worked by said flagger following

assignment to work on the project for which the railroad is required to pay the flagger and that could not reasonably be avoided by the railroad by assignment of such flagger to other work, even though the contractor may not be working during such time.

104.12.10 3 The contractor shall reimburse travel expenses to the railroad in addition to the rate of pay indicated

in Sec 104.12.9.

104.12.10 4 The railroad shall have the right to bring an action directly against the contractor to recover any loss

or damage sustained by the railroad by reason of the contractor’s breach of agreements contained in Sec 104.12.

104.12.10 5 In addition to such remedies of the railroad, the Commission will withhold from final payment due

to the contractor the amount reasonably necessary to reimburse the railroad for such loss or damage, or for performing such work.

104.12.11 All costs incurred by the contractor in complying with Sec 104.12 will be considered covered by the

contract unit price for various items of work included in the contract.

104.13 Warranty of Electrical and Mechanical Equipment.

104.13.1 On all contracts requiring the contractor to furnish and install electronic, electrical or mechanical

equipment, the contractor shall obtain, assign and furnish to the Commission written manufacturer’s warranties for all such equipment consistent with those provided as customary trade practice. Additionally, a contractor’s warranty providing for satisfactory in-service operation shall be provided for a minimum period of six months from the date of project acceptance.

104.13.2 If the equipment fails to perform satisfactorily for the specified length of time, the manufacturer or the

contractor shall replace or repair the equipment as necessary to restore required performance. MoDOT labor costs resulting from equipment replacement will not be charged to the manufacturer or the contractor. 43SECTION 105 CONTROL OF WORK 105.1 Authority and Duties of Commission in Contract Administration. The Commission is subject to comply with and to have the power and authority provided in, among others, the following laws in execution of the Commission’s authority over all state transportation programs and facilities:

105.10 Inspection of Work. All material and each part or detail of the work will be subject to inspection by the

engineer. The engineer shall be allowed unlimited access to all parts of the work and shall be furnished with such information and assistance by the contractor as is required to make a complete and detailed inspection.

105.10.1 If requested by the engineer, the contractor, at any time before acceptance of the work, shall remove or

uncover such portions of the finished work as may be directed. After examination, the contractor shall restore said portions of the work to the standards required by the contract documents. If the work thus exposed or examined proves acceptable, the uncovering, the removing, recovering or making good the parts removed will be paid for in accordance with Sec 109. If the work so exposed or examined proves unacceptable, the uncovering, removing, recovering or making good the parts removed shall be at the contractor’s expense.

105.10.2 Any work done or material used without inspection by an authorized Commission representative may

be ordered removed and replaced at the contractor’s expense.

105.10.3 If any unit of government or political subdivision pays all or a portion of the cost of the work covered

by the contract, the unit’s respective representatives shall have the right to inspect the work.

105.10.4 When any work is being done on, over or under railroad right of way or adjustments are being made to

any public or privately-owned utility facility, the respective representatives shall have the right to inspect the work.

105.10.5 Inspections authorized in Secs 105.10.3 and 105.10.4 will not make any of these agencies a party to the

contract or affect the rights of the parties to the contract. 47105.10.6 Adequate provisions for lighting, meeting the prior approval from the engineer, shall be provided by the contractor to permit satisfactory construction and inspection of all work done and material produced.

105.10.7 Final Inspection. Upon presumptive completion of the entire project, the engineer will make an

inspection. If all construction contemplated by the contract has been completed to the engineer’s satisfaction, that inspection will constitute the final inspection. The engineer will make the acceptance for maintenance upon completion of the final inspection. The engineer will notify the contractor in writing of acceptance for maintenance as of the date of the final inspection, with the exception of items covered by item specific performance bonds. Final acceptance will take place within a maximum of 30 days of receipt of final documentation from the contractor.

105.10.7 1 Following the final inspection, the contractor, subcontractors and suppliers will be relieved of any

new or additional liability to third parties for personal injury, death or property damages which may be alleged to result from the design or construction of the work, unless additional work on the right of way will be required by the engineer.

105.10.7 2 Nothing in Sec 105.10.7 shall be deemed to excuse the contractor of liability or responsibility for any

personal injury, death or property damages which may have occurred prior to the final inspection of the work.

105.11 Unauthorized and Defective Work.

105.11.1 All changes in the work or departures from the plans, except those due to reclassification of excavation

material, will be considered unauthorized and at the contractor’s expense unless, before proceeding with the work, the contractor has a copy of an order record signed by the engineer, or a change order signed by all parties whose signatures are provided for, except the federal engineer. These forms will contain complete detailed instructions regarding the proposed changes. Any departure from the instructions contained in such a written order will be considered unauthorized.

105.11.2 The engineer may order unauthorized work removed and replaced at the contractor’s expense.

105.11.3 All construction and materials that have been rejected or declared unsatisfactory shall be remedied or

removed and replaced in an acceptable manner by the contractor at the contractor’s expense. Upon failure of the contractor to remedy or remove and properly dispose of rejected material or work, or to replace them immediately after receiving written notice from the engineer, the engineer may employ labor to rectify the work, and the cost of rectification will be deducted from any payment due or which may become due the contractor.

105.12 Load Restrictions.

105.12.1 The contractor’s movement of equipment and vehicles over bridges and pavements within the limits of

the project will be subject to the load limit regulations for highways as prescribed by state statutes in effect when the movement occurs, and the contractor shall acquire special permits from the Commission prior to the movement of any such equipment or vehicles with a gross weight in excess of the load limits permitted by statute. All costs of obtaining special permits shall be at the contractor’s expense, unless the special permit will be required by a restriction first imposed after the contractor has submitted the bid on the project. Outside of project limits, width, length, height and weight limitations as prescribed by state statutes shall be adhered to by the contractor during the movement of equipment and vehicles over any part of the state highway system, to include project exceptions, and the contractor shall not move or operate any such equipment or vehicles that exceed any statutory limitation without special permits from the Commission. All costs of obtaining special permits shall be at the contractor’s expense. Material receipts issued by the engineer will not indicate compliance with any weight restriction regulations. All permits required for movement over highways other than those that are state owned or maintained shall be obtained by the contractor from the respective authority at the contractor’s expense.

105.12.1 1 Special permits will not be required for the movement of construction equipment over any part of a

bridge or pavement that is constructed or rehabilitated in the contract.

105.12.1 2 All movement will be subject to the same conditions and regulations established by the Commission

for movements under special permits with the following additional requirements: 48(a) Bridge decks shall be protected by planking of uniform thickness for the full tread width of track.

105.12.1 3 Movement of equipment over bridges or pavement not constructed under the contract, but located

within the limits of the contract, will be subject to all requirements of this section, and a special permit will be required.

105.12.2 Track or crawler-type equipment having a gross weight of 40,000 pounds or less, evenly distributed

over the treads, may be moved over bridges not posted for lesser loads or over rigid-type pavements without special permits. Such equipment having a gross weight in excess of 40,000 pounds shall have a special permit before moving. Crawler-type equipment having a gross weight in excess of 75,000 pounds will not be permitted on bridges or rigid type pavements unless authorized by the engineer.

105.12.3 Track or crawler-type equipment that is subject to unequal distribution of weight, such as cranes and

paving mixers and which have a gross weight in excess of 18,000 pounds but less than 40,000 pounds , may be operated upon bridges not posted for lesser loads and rigid type pavements, provided special precautions satisfactory to the engineer are taken to distribute the weight evenly over the treads. Such equipment in excess of 40,000 pounds will require a special permit from the Commission.

105.12.4 The contractor shall not move or operate any type of equipment of such weight or so loaded that the

equipment will cause damage to highway facilities either being constructed or in existence. Equipment and vehicles with steel lugs will not be permitted to operate directly on bridges or pavements at any time.

105.12.5 When it is required that material from roadway or borrow excavation be hauled across existing

pavement, the contractor may move the material across the pavement with equipment that results in overweight loading, provided the following requirements are met at the contractor’s expense:

105.12.6 The contractor shall not store or stockpile any materials on a bridge without approval from the

engineer.

105.12.7 Nothing contained herein or in any special permit will relieve the contractor of liability for any damage

caused to highway facilities from the movement or operation of equipment and vehicles over the highway system.

105.13 Maintenance of the Work. The contractor shall maintain the work during construction until the work is

accepted. This maintenance shall be prosecuted such that the roadway or structures are kept in satisfactory condition at all times.

105.13.1 In the case of a contract for placing a course upon a course or subgrade previously constructed, the

contractor shall maintain the previous course or subgrade during all construction operations.

105.13.2 No direct payment will be made for maintenance of the work before the work is accepted.

105.14 Failure to Maintain Roadway or Structure. If the contractor’s performance at any time fails to comply

with the provisions of Sec 105.13, the engineer will notify the contractor of such non-compliance. If notice is provided verbally, notice will be promptly confirmed in writing. If the contractor fails to remedy unsatisfactory maintenance within 24 hours after receipt of such notice, the engineer may immediately proceed to maintain the project, and the entire cost of this maintenance will be deducted from monies due or to become due the contractor.

105.15 Acceptance.

105.15.1 Partial Acceptance. The contractor may request that the engineer inspect the following completed

sections of work for acceptance at any time during the prosecution of the project:

105.15.1 1 If the contract contains seasonal items, such as sodding, painting or such items as might delay the

final completion of the project, a partial acceptance of the completed portion may be made prior to completion of the entire project. If the engineer finds upon inspection that the completed work is in acceptable condition, 50the contractor will be notified in writing and after such notice has been given, the contractor will be relieved of the duty of maintaining and protecting that work to the extent provided in the notice.

105.15.1 2 Nothing in the contract shall be construed to relieve the contractor of full responsibility for making

good any non-latent defect in work or material found on any section of work prior to final acceptance of the entire project, to alter in any manner the method of payment prescribed in the contract or to constitute a waiver of any claim the Commission might have against the contractor on the entire project.

105.15.2 Final Acceptance. Upon receipt by the engineer of all project documentation required by the contract

and verification by the engineer that all material incorporated into the work has been properly inspected, the engineer will make the final acceptance upon completion of the final inspection and acceptance for maintenance in accordance with Sec 105.10.7.

105.15.2 1 When required by the contract, project documentation shall consist of the following: Contractor’s

Affidavit Regarding Settlement of Claims (Form C-242), Final Change Order, DBE Participation List and Final Verification, Affidavit – Compliance with the Prevailing Wage Law.

105.15.2 2 Final acceptance will not excuse the contractor’s liability or responsibility to the Commission for any

latent defects in the work or material incorporated into the work, or for claims relating to any work or material incorporated into the work.

105.16 Controversies and Claims for Adjustment.

105.16.1 The contractor shall follow the requirements of Sec 104.4 for written notification of differing site

conditions or significant changes in the character of work and Sec 108.15 for suspensions of work directed by the engineer. If, after receiving a written reply from the engineer the contractor considers additional compensation is due, the contractor shall file a written notice of claim for additional compensation within 60 days after completing the work in question. The procedure for filing a claim shall be as described in Secs

105.16.6 through 105.16.8.2.

105.16.2 If the contractor considers additional compensation may be due for work or material not clearly

covered in the contract or not ordered in writing by the engineer as change in the work, the contractor shall notify the engineer in writing of the intention to make a claim before beginning the work in question. If notification is not given and the engineer is not afforded proper facilities by the contractor to provide necessary inspection and for keeping strict account of actual costs, the contractor agrees to waive any claims for additional compensation. Notice by the contractor and the fact that the engineer has kept account of the costs shall not be construed as substantiating the validity of the claim. The contractor shall file a written notice of claim for additional compensation within 60 days after completing the work in question. The procedure for filing the claim shall be as described in Secs 105.16.6 through 105.16.8.2.

105.16.3 Claims for additional time or compensation under Sec 104 shall be filed within 60 days after

completing the work in question. Claims for additional time or compensation in accordance with Sec 108 shall be filed within 60 days after receipt of the engineer’s determination. The procedures for filing and the disposition of the claim or controversy shall be in accordance with Secs 105.16.3 through 105.16.9.

105.16.4 If the contractor has any claim against the Commission arising out of the provisions of the contract or

the performance or non-performance thereunder, and is not within the scope of Sec 105.16.1 through 105.16.3, the claim shall be filed within the earlier of:

105.16.5 If the Commission has a claim against the contractor that in any way arises out of the provisions of the

contract or the performance or non-performance thereunder, the claim will be filed within 90 days after the date of final inspection under Sec 105.10.7, except for claims of a differing site condition or defects in work or material under Sec 105.15.2.2. 51105.16.6 If the claim is against the Commission, the written claim shall be personally delivered or sent by certified mail to the Office of the Secretary of the Commission in Jefferson City, Missouri. If the claim is against the contractor, the written claim will be personally delivered or sent by certified mail to the contractor at the address shown under the signature on the contract. If the claim is against an assignee, the written claim will be personally delivered or sent by certified mail to the assignee at the address shown on the accepted notice of assignment.

105.16.6 1 This provision shall not extend the claim filing time limits of the contractor or the Commission in the

case of a differing site condition or a suspension of the work under Sec 108.

105.16.6 2 This provision will not limit the Commission’s claim filing time for defects in work or material not

discovered within 90 days after the date of final inspection under Sec 105.10.7 or other claim rights not discovered within 60 days of filing of any claim by the contractor, or as to any work covered by a separate or continuing performance bond specified to survive project final acceptance.

105.16.7 Claim submittals on the contractor’s part shall be in sufficient detail, as specified in this section, to

enable the engineer to determine the basis for additional time or compensation. The following minimum information shall accompany each claim submitted:

105.16.8 Required Certification of Claims. The claim submittal shall include the contractor’s written

certification, under oath, attesting to the following:

105.16.8 1 The person signing the claim and affidavit under oath shall be the owner if the contractor is a sole

proprietorship, shall be a general partner if the contractor is a partnership, shall be an authorized agent if the contractor is a limited liability company or joint venture, or shall be an authorized officer or member of the board if the contractor is a corporation.

105.16.8 2 No claim shall be deemed filed under the contract by a contractor until:

105.16.9 Duty to Supply Records and Information Regarding a Claim or Controversy. The Commission is

subject to a legal duty to pay no additional sum to a contractor after a contract has been entered into and performed in whole or part, or any claim under any agreement or contract made without express authority of 53law. The Commission is under the further legal duty to pay only those claims that are supported, which have a basis in the terms of the contract and applicable state law as fairly construed and which are in accordance with prevailing principles of public contract law. The Commission is obligated by law to set forth both the contractual basis and the cost data, supported by audit, of actual costs incurred by the contractor to substantiate any amount paid.

105.16.9 1 Record Retention. From and after the date the contractor determines a cause has occurred for a

possible contract adjustment, and notwithstanding any policy the contractor may have regarding record retention, the contractor shall retain all files, records and data, in whatever form, that relate to the contractor’s bid and performance of the contract relevant to the possible contract adjustment.

105.16.9 2 Duty to Supply Information. During the review of the claim, the contractor and the contractor’s

subcontractors and suppliers shall cooperate with MoDOT and shall provide, if requested, access to the documents that contain the below information, to the extent requested by MoDOT and MoDOT’s attorneys or consultants. Request for some, but not all, of the following information will not preclude MoDOT’s right to request the same or additional information at another time:

105.16.9 3 Confidentiality of Records. The contractor and, if applicable, the contractor’s subcontractors and

suppliers, shall deliver to MoDOT and MoDOT’s attorneys or consultants, all information and documents requested, notwithstanding any claim of confidentiality or proprietary interest in the records. MoDOT and MoDOT’s attorneys and consultants will affirmatively act to protect the records and information from disclosure beyond those persons having a need to know the information for the purpose of making a decision regarding the claim, or for law enforcement purposes. The contractor shall identify and segregate any documents or information that the contractor considers particularly sensitive.

105.16.10 On any claim for additional compensation for work on the project, whether claimed under the

contract, for a differing site condition, as a change in the work, for breach of the contract, for a positive representation by which the contract was induced or otherwise, the following items shall never be allowable or claimed directly or indirectly:

105.16.11 Any claim, controversy or item of any claim or controversy not included in the writings required to be

filed in Sec 105.16, or any claim included but not clearly defined and specifically set out, itemized and supported, or any notice or claim not filed within the time and in the manner provided in Sec 105.16, shall be forever waived, and shall neither constitute the basis of nor be included in any legal action, counterclaim, defense, set-off, arbitration or other alternative dispute resolution procedure mutually agreed upon between the parties.

105.16.11 1 The omission of any claim or of the detail required to be in a claim in accordance with Sec 105.16.7

will not be subject to cure by making the claim or supplying the details in any later court or alternative dispute resolution proceeding.

105.16.11 2 MoDOT has established a written procedure for handling contractor claims and controversies that

provides the process for resolution of all claims and the engineer’s final decision. The completion of that process and the engineer’s final decision will be a condition precedent to any legal action, counterclaim, defense, set-off or arbitration concerning the matters claimed. Any claim or controversy, or any portion thereof that has not been presented for handling in accordance with MoDOT’s contractor claims and controversies procedure will not be subject to resolution in an alternate dispute resolution process.

105.16.12 MoDOT’s review of a claim pursuant to Sec 105.16 will be in addition to the right or duty of MoDOT

or the Commission to conduct audits or other reviews of a claim or contractor’s books of account or operations otherwise provided by federal or state laws or the rules of civil procedure.

105.17 Venue. Any action concerning any matter, thing or dispute arising out of or relating to the terms,

performance, non-performance or otherwise of the agreement, shall be filed in the Circuit Court of Cole County, Missouri. The parties agree that the contract is entered into at Jefferson City, Missouri, and substantial elements of the contract’s performance will take place or be delivered at Jefferson City, Missouri, by reason of which the contractor consents to venue of any action by or against the contractor in Cole County, Missouri. The contractor 55shall cause this provision to be incorporated in all of the contractor’s agreements with, and to be binding upon, all subcontractors in the performance of this agreement.

105.18 Arbitration.

105.18.1 Purpose. By adoption of 226.096 RSMo (L. 2003, HB 668), certain controversies or claims to which

the Missouri Department of Transportation is a party that arises out of or relates to a contract awarded pursuant to subdivision (9) of subsection 1 of 226.130 (RSMo) subject to certain limits and preconditions are subject to, “be settled (sic) by arbitration administered by the American Arbitration Association under its Construction Industry Arbitration Rules, except as provided, in 226.096”. Under the provisions of Chap. 435 RSMo arbitration is the subject of agreement between the parties to a contract. This section provides for incorporation of the, American Arbitration Association’s, Construction Industry Arbitration Rules and Mediation Procedures (AAA Rules), amended and effective on the date arbitration is demanded and for their modification and revisions as permitted by the AAA Rules and Chap. 435 RSMo.

105.18.2 Incorporation. The AAA Rules are incorporated as part of the contract except as amended or

excluded. The AAA Rules are further expressly amended or excluded as provided herein and as provided directly or indirectly by 226.096 RSMo (L. 2003, HB 668) and Chap. 435 RSMo.

105.18.3 Regular Track Procedures. The AAA Construction Industry Arbitration Rules, Regular Track

Procedures, October 1, 2009 are amended as follows:

105.18.3 1 R-1. Agreement of Parties and Designation of Applicable AAA Rules. Not revised.

105.18.3 2 R-2. AAA and Delegation of Duties. Not revised.

105.18.3 3 R-3. National Panel of Construction Neutrals. Shall be replaced with the following:

In cooperation with the National Construction Dispute Resolution Committee the AAA shall establish and maintain a National Roster of Construction Arbitrators (“National Roster”) and shall appoint arbitrators as provided first by the provisions of Missouri law, including 7 CSR 10-26, and then as provided in these rules. The term “arbitrator” in these rules refers to the arbitration panel, constituted for a particular case, whether composed of one or more arbitrators, or to an individual arbitrator, as the context requires.

105.18.3 4 R-4. Filing Requirements Under an Arbitration Agreement in a Contract. Not revised.

105.18.3 5 R-5. Filing Requirements under a Submission Agreement. Not revised.

105.18.3 6 R-6. Changes of Claim or Counterclaim. Shall be replaced with the following:

The contract between the parties provides for a Notice of Controversy or a Claim for adjustment to the contract prior to any demand for arbitration. Arbitration demands, issues, nature or amount of relief sought, shall not differ or be additional to that in the Notice of Controversy or Claim for contract adjustment provided for in the contract. There may not be a revision of the issues, nature of relief sought or increase in relief during or by way of any presentation of evidence during the arbitration. No award may be upon different issues or basis of relief or provide relief different in nature or greater in amount than contained in the Notice of Controversy or Claim given under the contract and stated in the demand for arbitration. No new or different controversy, claim or counterclaim may be submitted to the arbitrator except with the consent of both parties and the arbitrator and any consent must be clearly expressed, written and signed by the parties. There will be no amendments by implication.

105.18.3 7 R-7. Consolidation or Joinder. Shall be replaced with the following:

If Commission expressly agrees in writing with regard to multiple disputes arising under a particular contract, multiple demands may be consolidated so long as the relief sought in total does not exceed $409,123 in the principal relief sought, as adjusted on an annual basis effective January first of each year in accordance with the Implicit Price Deflator for Personal Consumption Expenditures as calculated pursuant to subsection 5 of section 537.610, RSMo. See http://insurance.mo.gov/industry/sovimmunity.php. Demands to which Commission is not a party in direct privity of contract will never be joined. The issue of consolidation of claims and joinder of parties will not be arbitrable. Nothing in this section shall prohibit more than one demand for arbitration 56pursuant to the same contract, provided that each demand for arbitration arises from a separate claim based upon facts supporting a separate right of relief, filed with the Department and accepted by the department under the Missouri Department of Transportation’s “Contractor Claims and Controversies Procedures”. Neither shall a prime contractor be prohibited from filing a demand for arbitration arising from work, which was subcontracted provided that; (a) the claim was initially accepted by the department under “Contractor Claims and Controversies Procedures.” and (b) would provide a right to contract adjustment separate from any claimed or which could be claimed by the prime contractor for its sole benefit. However, subcontractors shall have no right to file a demand for arbitration with the Commission.

105.18.3 8 R-8. Interpretation and Application of Rules.

105.18.3 9 R-9. Jurisdiction. Not revised.

105.18.3 10 R-10. Mediation. Not revised.

105.18.3 11 R-11. Administrative Conference. Not revised.

105.18.3 12 R-12. Fixing of Locale. Not revised.

105.18.3 13 R-13. Date, Time and Place of Hearing. Not revised.

105.18.3 14 R-14. Arbitrators Appointment from National Construction Panel. Delete paragraphs (a), (b),

(c), (d) and (e) and replace with the following: Arbitrators will be selected and appointed in accordance with 7 CSR 10-26.

105.18.3 15 R-15. Direct Appointment by a Party. Not revised.

105.18.3 16 R-16. Appointment by a Chairperson by Party-Appointed Arbitrators or Parties. Not revised.

105.18.3 17 R-17. Nationality of Arbitrator in International Arbitration. Not revised.

105.18.3 18 R-18. Number of Arbitrators. Not revised.

105.18.3 19 R-19. Disclosure. Not revised.

105.18.3 20 R-20. Disqualification of Arbitrator. Not revised.

105.18.3 21 R-21. Communication with Arbitrator and the AAA. Not revised.

105.18.3 22 R-22. Vacancies. Not revised.

105.18.3 23 R-23. Preliminary Management Hearing. Not revised.

105.18.3 24 R-24. Exchange of Information. Not revised.

105.18.3 25 R-25. Attendance at Hearings. Not revised.

105.18.3 26 R-26. Representation. Not revised.

105.18.3 27 R-27. Oaths. Not revised.

105.18.3 28 R-28. Stenographic Record. Not revised.

105.18.3 29 R-29. Interpreters. Not revised.

105.18.3 30 R-30. Postponements of Hearings. Not revised.

105.18.3 31 R-31. Arbitration in the Absence of a Party or Representative. Not revised.

57105.18.3.32 R-32. Conduct of Proceedings. Not revised.

105.18.3 33 R-33. Evidence. Not revised.

105.18.3 34 R-34. Evidence by Affidavit and Posthearing Filing of Documents or Other Evidence. Not

revised.

105.18.3 35 R-35. Inspection or Investigation. Not revised.

105.18.3 36 R-36. Interim Measures. Not revised.

105.18.3 37 R-37. Closing of Hearing. Not revised.

105.18.3 38 R-38. Reopening of Hearing. Not revised.

105.18.3 39 R-39. Waiver of Rules. Not revised.

105.18.3 40 R-40. Extensions of Time. Not revised.

105.18.3 41 R-41. Serving of Notice. Paragraphs (a) and (b) shall be replaced with the following:

(a)Any papers, notices, or process necessary or proper for the initiation or continuation of an arbitration under these rules; for any court action in connection therewith, or for the entry of judgment on any award made under these rules, may be served on a party by mail addressed to the party or its representative at the last known address with return receipt or by personal service, in or outside the state where the arbitration is to be held, provided that reasonable opportunity to be heard with regard thereto has been granted to the party. (b)The AAA, the arbitrator and the parties may also use overnight delivery with return receipt or electronic facsimile transmission (fax) to give the notices required by these rules. Facsimile transmission must require an acknowledgment that an entire legible transmission was received. Where all parties and the arbitrator agree, notices may be transmitted by electronic mail (email), or other methods of communication.

105.18.3 42 R-42. Majority Decision. Not revised.

105.18.3 43 R-43. Time of Award. Not revised.

105.18.3 44 R-44. Form of Award. Paragraph (b) shall be replaced with the following:

105.18.3 45 R-45. Scope of Award. Not revised.

105.18.3 46 R-46. Award upon Settlement. Not revised.

105.18.3 47 R-47. Delivery of Award to Parties. Not revised.

105.18.3 48 R-48. Modification of Award. Not revised.

105.18.3 49 R-49. Release of Documents. Not revised.

105.18.3 50 R-50. Withdrawal of Claims or Counterclaims.

58105.18.3.51 R-51. Applications to Court and Exclusion of Liability. Paragraph (c) shall be replaced with the following:

105.18.3 52 R-52. Administrative Fees. Not revised.

105.18.3 53 R-53. Expenses. Not revised.

105.18.3 54 R-54. Neutral Arbitrator’s Compensation. Not revised.

105.18.3 55 R-55. Deposits. Not revised.

105.18.3 56 R-56. Remedies for Nonpayment. Not revised.

105.18.4 Fast Track Procedures. The AAA Construction Industry Arbitration Rules, Fast Track Procedures,

October 1, 2009 are amended as follows:

105.18.4 1 F-1. Fast Track Applicability. Not revised.

105.18.4 2 F-2. Answers and Counterclaims. Not revised.

105.18.4 3 F-3. Limitation on Extensions. Not revised.

105.18.4 4 F-4. Changes of Claim or Counterclaim - Shall be replaced with the following:

The contract between the parties provides for a Notice of Controversy or a Claim for adjustment to the contract prior to any demand for arbitration. Arbitration demands, issues, nature or amount of relief sought, shall not differ or be additional to that in the Notice of Controversy or Claim for contract adjustment provided for in the contract. There may not be a revision of the issues, nature of relief sought or increase in relief during or by way of any presentation of evidence during the arbitration. No award may be upon different issues or basis of relief or provide relief different in nature or greater in amount than contained in the Notice of Controversy or Claim given under the contract and stated in the demand for arbitration. No new or different controversy, claim or counterclaim may be submitted to the arbitrator except with the consent of both parties and the arbitrator and any consent must be clearly expressed, written and signed by the parties. There will be no amendments by implication.

105.18.4 5 F-5. Appointment and Qualification of Arbitrator. Shall be replaced with the following:

The provisions of 7 CSR 10-26 and the procedures for regular track arbitrator selection, apply to fast track procedure arbitrations.

105.18.4 6 F-6. Serving of Notice for Hearing – Shall be replaced with the following:

105.18.4 7 F-7. Preliminary Telephone Management Hearing. Not revised.

105.18.4 8 F-8. Exchange of Information. Not revised.

105.18.4 9 F-9. Discovery. Not revised.

105.18.4 10 F-10. Date, Time, and Place of Hearing. Not revised.

105.18.4 11 F-11. The Hearing. Not revised.

105.18.4 12 F-12. Time Standards. Not revised.

105.18.4 13 F-13. Time of Award. Not revised.

105.18.4 14 F-14. Neutral Arbitrator’s Compensation. Not revised.

105.18.5 Form of Award – Shall be added as follows:

The arbitrator shall provide a concise, written breakdown of the basis of the award and a written explanation and justification for the awarded amount.

105.19 Electronic Signatures. The contractor may utilize a verifiable electronic signature to sign contract

documents. The electronic signature shall be verified by a recognized independent third party or the Construction and Materials Divisions. 60SECTION 106 CONTROL OF MATERIAL 106.1 Source of Supply and Quality Requirements. 106.1.1 All material needed in the work shall be furnished by the contractor, unless otherwise stated in the contract. The contractor shall assume full responsibility for ordering material of the required quality and quantity. The contractor shall be responsible for the delivered costs of all material ordered. 106.1.2 The material used in the work shall meet all quality requirements of the contract, and shall be obtained from supply sources that meet the approval of the engineer. If a uniform product is not being furnished from a supply source or if for any reason, the product from any source at any time proves to be unsatisfactory, the contractor may be required to furnish approved material from other sources. The engineer may reject the entire output of any source where it is impractical to secure a continuous flow of uniformly satisfactory material. 106.1.3 Any work incorporating material having no prior approval from the engineer shall be performed at the contractor’s risk and may be considered unacceptable and unauthorized and, if so considered, will not be paid for. If a change in source will affect the control or appearance of the work, the use of any one kind or class of material for a specific project from more than one source will be prohibited, except as approved by the engineer. If approved, the engineer will set forth the conditions under which the change may be made. 106.1.4 Material will be subject to inspection or test at any time during production or manufacture or at any subsequent time prior to or after incorporation into the work. The points of inspection will be determined by the engineer. Material for sampling will be selected by the engineer. Material provided by the source solely as a sample of that material for testing verification will not be permitted. Initial inspection, testing and approval or rejection will be made as early as practical. The engineer may waive any of the requirements regarding determination of quality and accept material on certification or visual inspection if, in the judgment of the engineer, the quantity involved is too small or the material use is not sufficiently important to warrant tests. 106.1.5 To expedite the inspection and testing of material, the contractor shall submit a list of proposed sources of material to the engineer at the pre-construction conference or two weeks prior to beginning work, whichever is earlier. The list shall be in a format acceptable to the engineer. At the option of the engineer, material may be approved at the source of supply before delivery is started. 106.2 Local Material Sources. 106.2.1 Designated Sources. The Commission may acquire the right and make available to the contractor the right to take material from sources designated on the plans or described in the contract including the right to use designated property if so specified, for plant site, stockpiles and haul roads. In general, the quality of material contained in such sources will be considered acceptable, but the contractor shall determine the method of operation, equipment and work required to produce a material meeting the specifications from the source. Designation of a source for material will not be a representation of the quantity of acceptable material obtainable or the method, equipment or work required to obtain material from the source. It is not feasible to ascertain from samples the limits for an entire deposit, and variations will be considered as usual and are to be expected. The engineer may order procurement of material from any portion of a deposit and may reject portions of the deposit as unacceptable. 106.2.2 Contractor Furnished Sources. If sources of material are not designated on the plans or described in the contract, or if the contractor desires to use material from sources other than those designated, the contractor shall acquire the necessary rights to take material from the sources and shall pay all costs related thereto, including any that may result from an increase in length of haul. All costs of exploring, meeting environmental requirements and developing such other sources shall be at the contractor’s expense. Environmental compliance documentation shall follow MoDOT requirements for contractor furnished borrow, as described in Sec 203.3, and shall be submitted to the engineer for review and approval. The use of material from other than designated sources will not be permitted until representative samples taken by the contractor in the presence of the engineer have been approved and written authority is issued for the use thereof. If sources of material or material deposits are provided by the contractor, the engineer will test the samples and determine the suitability of the material. 106.2.3 Operation of Sources. Whether sources of material are acquired and made available by the Commission or are furnished by the contractor, activities shall be in compliance with all federal and state laws 61and the areas shall be excavated or worked in such a manner to comply with the current MoDOT Pollution Prevention Plan and minimize siltation of streams, lakes, ponds and reservoirs. 106.2.4 Final Condition of Sources. Unless otherwise permitted, pits and quarries shall be excavated such that water will not collect and stand therein. Sites from which material has been removed shall be left in such a condition to avoid or minimize siltation of streams, lakes, ponds and reservoirs, and shall be left in a neat and presentable condition upon completion of the work. 106.3 Samples, Tests and Cited Specifications. Samples for tests will be taken and shipped to the laboratory in accordance with MoDOT’s Engineering Policy Guide (EPG) 106.3.1. There shall be no direct charge to the Commission for material taken as samples, either for field tests or for laboratory tests. If a specification of a recognized national standard agency (AASHTO, ASTM, AWS, AWWA, etc.) is designated, the material shall meet either the designated specification if a date is indicated or the latest revision thereof in effect at the time of bid opening. Tests of samples of material will be conducted by the engineer in accordance with the methods specified in the contract or in accordance with the latest methods in effect at the time of bid opening, as prescribed by the national standard agency. Such national standard specifications and methods of tests will include those designated as tentative, interim or amended and officially approved and published by the sponsoring agency. If appropriate methods have not been so prescribed, tests shall be performed in a manner determined by the engineer. 106.4 Plant Inspection. The engineer may inspect material at the source. If plant inspection is undertaken the following conditions shall be met. 106.4.1 The engineer shall have the cooperation and assistance of the contractor and the producer of the material. 106.4.2 The engineer shall be permitted unlimited access to all parts of the plant as required for adequate inspection of the plant equipment and for selection of samples. Facilities shall be furnished for the procurement of samples, performance of the tests and for the protection of testing equipment and supplies when tests are conducted at the source of production. 106.4.3 If bituminous shipments are considered by the engineer to justify testing at the source, laboratory facilities and testing equipment meeting requirements of the prescribed methods shall be provided by the supplier. The space and equipment shall be adequate for the orderly and proper testing of material without interference to or by the refinery personnel. 106.4.4 When requested, a Type 1 field laboratory shall be furnished at the aggregate source in accordance with Sec 601. 106.4.5 The Commission will refuse to provide plant inspection at sources where adequate safety measures are not provided and maintained. 106.4.6 The Commission reserves the right to inspect plant equipment and to retest all material prior to or after incorporation into the work and to reject all material which, when retested, do not meet the requirements of the specifications. 106.5 Storage of Material. The contractor shall be responsible for proper storage and handling of all material to ensure preservation of required quality and shall be arranged such as to facilitate inspection. 106.6 Handling Material. All material shall be handled in such a manner as to preserve the material’s quality and fitness for the work. Aggregate shall be transported from the storage site to the work in tight vehicles constructed to prevent loss or segregation of material after loading and measuring. 106.7 Unacceptable Material. All material not in accordance with the specifications, when initially inspected and tested, will be considered defective, and all such material, whether in place or not, will be rejected and unless remedied, shall be removed from the site of the work. Any approved material that, in the judgment of the engineer, is no longer specification compliant will be rejected. Defective material, including any material furnished by the Commission that has been damaged by the contractor after delivery, shall be replaced or reconditioned by the contractor at the contractor’s expense. Rejected material that has been reconditioned or 62corrected such that the material satisfactorily meets the specifications shall not be used without the engineer’s written approval. 106.8 Material Furnished by the Commission. If any material is to be furnished by the Commission, special provisions designating such material will be included in the contract documents. The cost of handling and placing such material after delivery to the contractor will be considered as part of the contract price for that material or work. The contractor shall be responsible for all material upon receipt, and deductions will be made from any monies due to the contractor to make good any shortages and deficiencies, from any cause whatsoever, for any damage that may occur after such delivery and for any demurrage charges. 106.9 Buy America Requirement. On all federal-aid projects, the contractor’s attention is directed to Title 23 CFR 635.410 Buy America Requirements. Where steel or iron products are to be permanently incorporated into the contract work, steel and iron material shall be manufactured in the USA except for “minor usage” as described herein. Furthermore, any coating process of the steel or iron shall be performed in the USA. The use of pig iron and processed, pelletized and reduced iron ore manufactured outside of the USA will be permitted in the domestic manufacturing process for steel or iron material. 106.9.1 Any sources other than the USA as defined will be considered foreign. The required domestic manufacturing process shall include formation of ingots and any subsequent process. Coatings shall include any surface finish that protects or adds value to the product. 106.9.2 “Minor usage” of foreign steel, iron or coating processes will be permitted, provided the cost of such products does not exceed 1/10 of one percent of the total contract cost or $2,500.00, whichever is greater. If foreign steel, iron or coating processes are used, invoices to document the cost of the foreign portion, as delivered to the project, shall be provided and the engineer’s written approval obtained prior to placing the material in any work. 106.9.3 Buy America requirements include a step certification for all fabrication processes of all steel or iron materials that are accepted per Division 1000. The National Transportation Product Evaluation Program (NTPEP) compliance program verifies that all steel and iron products fabrication processes conform to 23 CFR 635.410 Buy America Requirements and is an acceptable standard per 23 CFR 635.410(d). NTPEP compliant suppliers will not be required to submit step certification documentation with the shipment for some selected steel and iron materials. The NTPEP compliant supplier shall maintain the step certification documentation on file and shall provide this documentation to the engineer upon request. 106.9.3.1 Items designated as Category 1 will consist of steel girders, piling, and reinforcing steel installed on site. Category 1 items require supporting documentation prior to incorporation into the project showing all steps of manufacturing, including coating, as being completed in the United States and in accordance with CFR Title 23 Section 635.410 Buy America Requirements. This includes the Mill Test Report from the original producing steel mill and certifications documenting the manufacturing process for all subsequent fabrication, including coatings. The certification shall include language that certifies the following. That all steel and iron materials permanently incorporated in this project was procured and processed domestically and all manufacturing processes, including coating, as being completed in the United States and in accordance with CFR Title 23 Section 635.410. 106.9.3.2 Items designated as Category 2 will include all other steel or iron products not in Category 1 and permanently incorporated in the project. Category 2 items shall consist of, but not be limited to items such as fencing, guardrail, signing, lighting and signal supports. The prime contractor is required to submit a material of origin form certification prior to incorporation into the project from the fabricator for each item that the product is domestic. The Certificate of Materials Origin form (link to certificate form) from the fabricator must show all steps of manufacturing, including coating, as being completed in the United States and in accordance with CFR Title 23 Section 635.410 Buy America Requirements and be signed by a fabricator representative. The Engineer reserves the right to request additional information and documentation to verify that all Buy America requirements have been satisfied. These documents shall be submitted upon request by the Engineer and retained for a period of 3 years after the last reimbursement of the material. 106.9.3.3 Any minor miscellaneous steel or iron items that are not included in the materials specifications shall be certified by the prime contractor as being procured domestically. Examples of these items would be bolts for sign posts, anchorage inserts, etc. The certification shall read “I certify that all steel and iron materials permanently incorporated in this project during all manufacturing processes, including coating, as being 63completed in the United States and in accordance with CFR Title 23 Section 635.410 Buy America Requirements procured and processed domestically in accordance with CFR Title 23 Section 635.410 Buy America Requirements. Any foreign steel used was submitted and accepted under minor usage”. The certification shall be signed by an authorized representative of the prime contractor. 106.9.4 When permitted in the contract, alternate bids may be submitted for foreign steel and iron products. The award of the contract when alternate bids are permitted will be based on the lowest total bid of the contract based on furnishing domestic steel or iron products or 125 percent of the lowest total bid based on furnishing foreign steel or iron products. If foreign steel or iron products are awarded the contract, domestic steel or iron products may be used; however, payment will be at the contract unit price for foreign steel or iron products.

106.10 Missouri Domestic Products Requirement. For state funded projects, as noted on the cover of the

contract, material shall be in accordance with Sec 102.18.5.

106.11 Units.

106.11.1 Equipment. Equipment such as scales, concrete and asphalt plants, and placement equipment shall be

scaled in or measured in English units. Equipment requiring calibration will be calibrated using the equipment’s “as manufactured” units.

106.11.2 Material. All material shall be furnished quantified in the specified units of measure for dimensions

and other physical aspects. Any cost of re-design due to use of material with units of measure other than as specified by the contract shall be at the contractor’s expense.

106.11.3 Project Documentation. All project tickets, paperwork for measurement, certifications or reporting of

material shall be in English units.

106.12 Pre-Acceptance List of Material and Sources.

106.12.1 Pre-Acceptance List Description. A PAL will indicate material products or sources that have

complied with all pre-approval requirements for a specific material and indicates a source has committed to continued compliance with applicable contract requirements.

106.12.1 1 Pre-Acceptance List Material. For material acceptance based on PAL approval, Sec 106.12 will

govern over all other applicable specifications. All material shall be in full compliance with Sec 106 and all other applicable contract documents, and shall be certified as such by the source of the material. Random sampling of the material will be conducted by the engineer to verify that the material is in compliance with the applicable specifications. Material on a PAL may be used on a project by the contractor prior to the engineer receiving random sample test results.

106.12.1 2 Unavailable PAL Material. If there are no PAL materials or suppliers for a specific PAL listing, or

during the transition of a material to the PAL, the material may be accepted following sampling, testing and documentation review of each shipment in accordance with the specifications for that material.

106.12.2 Definition of Terms. The following definitions will apply only to Sec 106.12 and subsections:

106.12.3 Application for Placement on the PAL. A source may propose a material for PAL inclusion by

submitting the information required in these specifications and other applicable contract documents, along with any required samples to Construction and Materials. Consideration of a material for PAL inclusion will be based on compliance with this specification or other applicable contract documents, the material’s history and any other applicable criteria. Submittal of a request for PAL inclusion will not guarantee approval. The application shall include the following in a written document with attachments as needed:

106.12.4 Material Term on a PAL. Upon approval, the material will remain on a PAL for three years, provided

the material’s name, formulation and properties have not changed, the specification requirements have not changed, or the material or source has not been removed from the PAL for non-compliance reasons.

106.12.4 1 Material Reapplication on a PAL. During the last 12 months of a material’s term on a PAL, the

source shall reapply for placement on the PAL in accordance with Sec 106.12.3. No term expiration notification will be sent to the source, and the source shall be responsible for initiating reapplication.

106.12.4 2 Material Updates. Any name, source, or physical or chemical property changes to the material shall

be submitted in writing and approved by Construction and Materials prior to use of the revised material. All physical or chemical changes to a material required to meet new or updated specifications shall be accompanied by identifiable name or identification changes, including revisions of any pertinent product information and certifications affected by the change. This information shall be provided in addition to the documentation required under Sec 106.12.3. When an update is properly submitted and approved, the update will be considered the same as a PAL reapplication, and the expiration date will be extended for three years from the date the changes were approved.

106.12.5 Material Removal from a PAL. Any material proposed for use after removal from a PAL, including

use on existing contracts, will not be accepted by PAL methods. Unless stated otherwise, material removed from a PAL for reasons other than failure to re-apply will not be considered for reinstatement until one year after the date of removal. A material may be removed from a PAL for any of the following reasons.

106.12.5 1 Material and sources may be removed immediately from a PAL based on the discretion of

Construction and Materials, for reasons including, but not limited to, failure of material to meet specifications, falsification of documentation, not providing required documentation or notification, lack of response to engineers’ inquiries by the material’s approved source, unsatisfactory performance in the field or other reasons indicating lack of consistent material quality or suitability.

106.12.5 2 Material that fails more than one random sample test in any 12-month period, for whatever reason,

including improper manufacture, improper sampling, or improper supplier or contractor handling, will be subject to removal immediately from the PAL without recourse.

106.12.5 3 If a reapplication in accordance with Sec 106.12.4.1, as determined by postmark, is not received

prior to the material’s termination date, the material will automatically be removed from the PAL at the end of the material’s term. For reinstatement of these materials to a PAL, the source shall submit an application in accordance with Sec 106.12.3.

106.12.5 4 Material that has not been documented as being used on MoDOT projects in any three consecutive

years will be removed from a PAL. Once removed, a material will not be reinstated until substantial evidence of recent satisfactory use is provided and specific intended use on MoDOT work is established. No other time suspension will apply for considering reinstatement of these requests.

106.12.5 5 Any material or source removed from a PAL twice for any reason in any two-year period will be

subject to permanent removal, with a minimum suspension of three years.

106.12.5 6 If a source has more than two materials removed from a PAL in any three-year period, all material

from that source may be subject to removal from all PALs.

106.12.6 Reinstatement of a Material on a PAL. Consideration for reinstatement of a material once removed

from a PAL will be no sooner than specified under Sec 106.12.5, will require a written document from the 65source stating the reasons for removal of the material from a PAL, the action taken to correct those deficiencies, written concurrence from Construction and Materials that the cause has been suitably addressed, followed by an application in accordance with Sec 106.12.3 for PAL approval.

106.12.7 Source Certification and Guarantee. Material to be accepted by the engineer under PAL approval

shall include a source’s certification, which may include certified test results, and a guarantee in accordance with the applicable material specification in the contract documents. The written documentation shall also certify that the material provided is similar in all aspects to the material originally approved and placed on the PAL, and shall indicate the specific date of approval. An intermediate agent shall furnish a manufacturer and supplier’s certification identifying the material, and stating that the material meets all contract document requirements for the specified intended use. Required documentation shall be retained by the manufacturer and each intermediate agent for a period of two years from the date of shipment of the material. The documentation shall be traceable to the destination or destination project and shall be immediately available to the engineer when requested.

106.12.8 Notification of PAL Material Delivery. Prior to delivery to the job site, the source, intermediate

agent, shipper or contractor’s representative shall notify Construction and Materials by mail, fax or electronically of the impending shipment of PAL material. The source shall ensure that any intermediate agent of the source’s approved PAL material carries out the required notification. This notification shall include, at minimum, the following:

106.12.8 1 All of the above information shall have been received by Construction and Materials five working

days prior to delivery of the material to the job site. Additional material may be considered part of the original shipment when the ordered quantity was underestimated or material was lost or damaged. Construction and Materials shall be notified prior to the shipment of additional material. No material shall be used on a project until Construction and Materials approves such use.

106.12.8 2 PAL Identification. Upon approval, the entity providing the notification of material delivery will be

informed that the material was approved and an identification number for that specific material will be provided. This identification number shall be written on a tag or label and shall be attached to all the material prior to presentation for use at the job site. Material without the identification number attached will not be permitted for use on a project.

106.12.9 Sampling of Material. The source for a material shall ensure all users are adequately informed and

monitored to ensure proper material sampling and usage. The source shall provide instructions for proper sampling of the material, and sampling shall be performed under the observation of the engineer. The source shall be solely responsible for proper sampling, unless stated otherwise by Construction and Materials.

106.12.9 1 Additional material may be requested by the engineer at the time of shipment to allow random

sampling of the material at the project site without creating a material shortage.

106.12.9 2 Sample size and sampling frequency will be at the discretion of the engineer.

106.12.10 Intermediate Agent Responsibilities.

106.12.10 1 Any intermediate agent supplying PAL material to a supplier or contractor shall be responsible for

proper handling, storage, sampling (if required to be performed by the agent) and delivery in accordance with applicable specifications and the source’s recommendations, including notification of PAL material in accordance with Sec 106.12.8. If the intermediate agent is negligent in performing any of these specified tasks, the intermediate agent may be immediately denied as an intermediate agent for the PAL material without 66recourse and may be held responsible for material failure in accordance with Sec 106.12.13. If an intermediate agent is disapproved by Construction and Materials, that agent will not be reconsidered as an intermediate agent of any PAL material until one year after the date of removal as an intermediate agent of PAL material. Reinstatement will require a written document from the intermediate agent stating the reasons for removal as an intermediate agent for PAL material, the action taken to correct those deficiencies, and written concurrence from Construction and Materials that the problem has been suitably addressed and that the agent is approved as an intermediate agent of PAL material.

106.12.10 2 An intermediate agent will be allowed to request PAL inclusion for a product manufactured by a

separate company that does not have substantial business interest in applying for PAL or for a product that is only used in small quantities. If PAL inclusion is granted, the intermediate agent shall be responsible for any material provided that does not meet the applicable specifications. The intermediate agent shall assume all penalties for non-compliant material, including removal from a PAL in accordance with Sec 106.12.5.

106.12.11 Contractor PAL Use. The source for PAL material shall be listed on the PAL at the time the material

is incorporated into the project. The contractor bears the risk that material on the PAL at the time of bidding is no longer on the PAL at the time of incorporation. The contractor may obtain a list of PAL material by contacting Construction and Materials or from MoDOT’s website. Use of PAL material shall not relieve the contractor or supplier of any responsibility to provide an inspected and approved material meeting all requirements of the contract documents.

106.12.12 Testing of Material. Test results from any sample will be considered representative of the material,

and a final determination of specification compliance will be made on the basis of that sample.

106.12.13 Responsibility for Material Failure. When material has been incorporated into the project and fails

any specified tests, Sec 106.7 will apply. The use of this material on all other projects shall be suspended until notified otherwise by Construction and Materials.

106.13 Quality Control/Quality Assurance. For material or work governed by QC/QA specifications, quality

control performed by the contractor will determine acceptance of the material when test results are confirmed by the engineer’s sampling, testing and assessment. When the engineer’s sampling, testing or assessment do not support the contractor’s results, work shall be suspended and any material in place will be subject to rejection following a review by the engineer. Final acceptance of the material, work or process will be based on the engineer’s sampling, testing and assessment.

106.13.1 Access to Contractor QC Testing. The engineer shall be allowed to witness contractor QC testing at

any time.

106.14 Proprietary Items. In the event a proprietary item included in a contract becomes unavailable during the

term of the contract, the contractor shall promptly provide documentation to the engineer substantiating that the proprietary item is unavailable. Price or credit terms demanded of the contractor by the supplier will not constitute sufficient reason to substitute for the specified proprietary item. As part of the documentation, the contractor shall propose an alternative source or item that meets the performance requirements of the original proprietary item included in the contract. Any adjustment in the contract unit price shall be made in accordance with Sec 109.4. If an acceptable alternative item cannot be located, the proprietary item and any associated work may be underrun from the contract. 67SECTION 107 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC 107.1 Laws to be Observed. The contractor shall know, observe and comply with all federal and state laws, local laws, codes, ordinances, orders, decrees and regulations existing at the time of or enacted subsequent to the execution of the contract that in any manner affect the prosecution of the work, except as specified in the contract or as directed by the engineer. The Contractor shall also ensure that any subcontractor know, observe and comply with all federal and state laws, local laws, codes, ordinances, orders, decrees and regulations as outlined above. The contractor and surety shall indemnify and save harmless the State, the Commission, the Commission’s agents, employees and assigns from any claim or liability arising from or based on the violation of any such law, code, ordinance, regulation, order or decree, except any local regulations, decrees, orders, codes or ordinances directed by the contract. 107.1.1 Contract and Legal Inconsistency. The engineer shall be notified immediately in writing if any discrepancy or inconsistency is discovered between the contract and any law, ordinance, regulation, order or decree. 107.1.2 Local Building and Zoning Codes or Ordinances. The projects of the Commission are not typically subject to local building or zoning codes or ordinances. Therefore, the contractor usually need not obtain a local building or zoning permit or variance for work done exclusively as the Commission's contractor on the Commission's project and the Commission's right of way. Other local codes or ordinances may not apply to the Commission, and thus to the contractor as well. If any questions arise concerning whether the contractor shall comply with a local code, ordinance, decree or order of any type, the contractor shall advise the engineer of the problem immediately, for resolution by the engineer. This provision will not exempt the contractor from the requirement of thoroughly researching and determining, before submitting a bid on the contract and from complying with, all federal, state or local laws, regulations, codes, ordinances, decrees or orders that may apply to the contract work. The Commission will not be responsible for the contractor's failure to be informed before bidding as to the federal, state and local laws, regulations, codes, ordinances, decrees or orders that may govern the contract work, or for the contractor's failure to determine before bidding which of these do not govern the contract work. 107.1.3 Authentication of Certain Documents. If plans, plats, detailed drawings or specifications for falsework, cofferdams or any other work are required to be submitted to the engineer, the documents shall be signed, sealed and stamped in accordance with the laws relating to the practice of architecture and professional engineering in the State of Missouri (Chapter 327, RSMo). 107.2 Permits, Licenses and Taxes. Except as otherwise provided in the contract, the contractor shall procure all permits and licenses, shall pay all charges, fees and taxes, and shall give all notices necessary and incidental to the due and lawful prosecution of the work. No direct payment will be made for the cost of complying with this requirement. 107.3 Patented or Copyrighted Devices, Material and Processes. If the contractor is required or desires to use any design, device, material or process covered by letters, patent, copyright, service or trademark, the contractor shall arrange and provide for such use by suitable agreement with the patentee or owner, and a copy of the agreement may be required by the Commission. The contractor and surety shall indemnify and save harmless the State, the Commission, the Commission’s agents, employees and assigns from any suits, claims or damages arising from the infringement upon or use of any patented, copyrighted or registered design, device, material, process or mark. 107.4 Safety and Sanitary Provisions. The contractor shall at all times take necessary precautions to protect the life and health of all persons employed on the project or, who at the direction of the contractor are present on the right of way. The contractor shall be familiar with the latest accepted accident prevention methods and shall provide necessary safety devices and safeguards accordingly. The Commission will refuse to provide inspection services at plants or work sites where adequate safety measures are not provided and maintained. 107.4.1 Apparel. All workers within highway right of way shall wear approved ANSI/ISEA 107 Performance Class 2 or 3 safety apparel and more specifically as follows: 68107.4.1.1 During daytime activities, flaggers shall wear a high visibility hard hat, safety glasses, a Performance Class 3 top OR a Performance Class 2 top, and safety footwear. Hard hats other than high visibility orange or green shall be covered with a high visibility covering. 107.4.1.2 During daytime activities, workers shall wear a hard hat, safety glasses, a Performance Class 3 top OR a Performance Class 2 top, and safety footwear. 107.4.1.3 During nighttime activities, flaggers shall wear a high visibility/reflective hard hat, safety glasses, a Performance Class 3 top AND Class E bottoms, OR Performance Class 2 top AND Class E bottoms, and safety footwear. Hard hats shall be reflective or covered with a high visibility covering. 107.4.1.4 During nighttime activities, workers shall wear a hard hat, safety glasses, a Performance Class 3 top OR Performance Class 2 top AND Class E bottoms, and safety footwear. 107.4.2 The contractor shall provide and maintain in a neat and sanitary condition, such accommodations for the use of employees as may be necessary to comply with the requirements and regulations of any agency having jurisdiction over public health and sanitation. The contractor shall permit no public or private nuisance. 107.4.3 All sanitary facilities and safety devices shall be furnished free to employees and no direct payment will be made for such facilities or devices. 107.5 Public Convenience and Safety. The contractor shall conduct the work in a manner that will ensure, as far as practical, the least obstruction to traffic and shall provide for the convenience and safety of the general public and residents along and adjacent to the highway in an adequate and satisfactory manner. 107.5.1 Obstructions Prohibited. Fire hydrants on and adjacent to the highway shall be kept accessible to fire fighting apparatus at all times, and no obstruction shall be placed within 15 feet of any such hydrant. Footways, gutters, sewers, outlets, inlets and portions of highways adjoining the work under construction shall not be obstructed. Pavements over which hauling is performed shall be kept clean of spilled or tracked-on material at all times when in use by traffic. 107.5.2 Objects Potentially Affecting Navigable Airspace. The contractor shall comply with all federal regulations pertaining to constructing, erecting or installing any object, temporary or permanent, which could potentially affect navigable airspace. 107.5.3 Material and Equipment. During construction hours, equipment, material and vehicles utilized in construction of the project will only be permitted on shoulders, medians or pavements where the locations are closed to traffic, properly signed and occupied by ongoing construction operations, unless otherwise approved by the engineer. Except in cases of emergency, construction equipment, material and vehicles will not be permitted on pavements or shoulders being utilized by traffic. If the contract specifies time periods the contractor will not be permitted to perform work, construction equipment or vehicles shall not enter or leave the construction area via the pavements handling traffic nor be operated on the pavements handling traffic within the construction area during the restricted time periods. During non-construction hours, construction equipment, material and vehicles will not be permitted within 30 feet of the edge of the pavement or shoulders carrying traffic unless the equipment, material and vehicles are located in a properly protected area, an off-site storage area or as otherwise directed by the engineer. 107.5.4 Distractions to the Traveling Public in Work Zones. In order to avoid distracting operators of vehicles traveling on the roadway, the Contractor and its sub-contractors shall not bring or display any signs, flags, logos, emblems, advertising, or any other communicative device on construction equipment that is large enough to be legible from the main traveled way of the highway in the work zone or on highway right of way. This prohibition does not apply to any sign, logo or emblem placed on Contractor equipment identifying the owner or manufacturer of the equipment or to any official highway signs approved by the Commission pursuant to 227.220 RSMo. 107.6 Bridges over Navigable Waters. All work on navigable waters shall be conducted such that free navigation of the waterways will not be interfered with and that existing navigable depths will not be impaired except as allowed by permit issued by the USCG or the USACE. 69107.7 Use of Explosives. All blasting operations shall be conducted under the direct supervision of a licensed blaster as required by the Missouri Blasting Safety Act. When explosives are used in the prosecution of the work, the contractor shall use the utmost care to prevent bodily injury and property damage. The contractor shall be responsible for damage resulting from the use of explosives. The engineer will have the authority to suspend any unsafe blasting operation. The contractor shall be familiar and comply with the rules and regulations of any city, county, state or federal agency or any other agency that may have jurisdiction in the handling, loading, transporting, storage and use of explosives. All places used for explosives storage shall be marked clearly "DANGEROUS EXPLOSIVES". 107.7.1 Before beginning work, the contractor shall furnish the engineer letters of approval for the proposed operation from the appropriate regulating agencies. The contractor shall notify in writing the appropriate fire protection jurisdiction of the intent to store, transport or use explosives and shall provide proof of notice to the engineer. The contractor shall provide the engineer with copies of all permits, blasting logs and seismic monitoring data. 107.7.2 The contractor shall notify in advance each property owner, tenant and public utility company having structures or facilities close to the work of any intention to use explosives. 107.7.3 Removal of any item or material of any nature by blasting shall be done in such a manner and at such time as to avoid damage affecting the integrity of the design and to avoid damage to any new or existing structure, whether on Commission right of way or private property, included in or adjacent to the work. Unless the contract documents or the engineer restricts such operation, the contractor shall be responsible for determining a method of operation to ensure the desired results and the integrity of the completed work. 107.7.4 The contractor and surety shall indemnify and save harmless the State, the Commission, the Commission’s agents, employees and assigns from any claim related to the possession, transportation, storage or use of explosives. 107.8 Preservation of Monuments and Artifacts. 107.8.1 Monuments. The contractor shall not disturb or damage any land monument or property landmark unless authorized by the engineer. 107.8.2 Human and Archaeological Remains. The contractor shall report to the engineer the discovery of human remains, artifacts, fossils and other items of historical, archaeological or geological significance discovered within the right of way during construction. Such items will remain in the Commission's custody and shall not be removed from the site unless directed by the engineer. The preservation and handling of such items shall be in accordance with Sec 203.4.8. 107.9 Forest and Park Protection. Environmental and sanitary laws and regulations regarding the performance of work within or adjacent to state or national forests or parks shall be obeyed. The contractor shall keep the project site in an orderly condition, dispose of all refuse, obtain permits for the construction and maintenance of all construction camps, stores, warehouses, residences, latrines, cesspools, septic tanks and other structures in accordance with the regulations and instructions issued by the forest or park supervisor. The contractor shall require employees and subcontractors, independently, and at the request of forest officials, to prevent and suppress forest fires, and to notify a forest official of the location and extent of any fire.

107.10 Environmental Protection. The contractor shall comply with all federal, state and local laws and

regulations controlling pollution of the environment. Pollution of streams, lakes, ponds and reservoirs with fuels, oils, bitumens, chemicals or other harmful material and pollution of the atmosphere from particulate and gaseous matter shall be avoided.

107.10.1 Fording of streams and fill for temporary work not specified on design plans will not be permitted

unless the plan for such operation is authorized by the Corps of Engineers, meets the approval of the engineer, complies with the current MoDOT Pollution Plan and results in minimum siltation to the stream. Temporary stream crossings shall not be constructed unless specifically designated as a condition of the Corps of Engineers Section 404 permit or a permit is obtained, and the temporary stream crossing is in accordance with Sec 806.

107.10.2 When work areas or pits are located in or adjacent to streams, the areas shall be separated from the

main stream by a dike or barrier to keep sediment from entering the stream. Care shall be taken during the 70construction and removal of such barriers to minimize siltation of the stream.

107.10.3 Disposal of Portland cement concrete residue and wash water, water from aggregate washing, or other

operations producing sediment laden runoff shall be treated in accordance with Sec 806.

107.10.4 Oil distributors or tanker trucks used for the transport or application of any petroleum-based products,

and that have a capacity greater than 1,320 gallons, shall not be left unattended on MoDOT right of way within the project limits during non-construction hours unless secondary containment is deployed as per the Spill Prevention Control and Countermeasure rule. Parking of these vehicles on MoDOT right of way outside of the project limits, or on any MoDOT owned property, shall not be allowed without the aforementioned secondary containment and prior authorization from the engineer.

107.11 Responsibility for Claims for Damage or Injury. The contractor and insurance company shall

indemnify and save harmless the State, the Commission, the Commission’s agents, employees and assigns from all claims or suits made or brought for bodily injury, death or property damage, arising from performance of the work to the extent of:

107.11.1 The contractor will not be required to defend, indemnify or hold harmless any other person, including

the State, the Commission, or the Commission’s agents, employees or assigns for any acts, omissions or negligence of other persons.

107.11.2 Neither the Commission nor the contractor, by execution of a contract, shall intend to or create a new

or enlarge an existing cause of action in any third party. This provision shall not be interpreted to create any new liability that does not exist under the law, or to waive or extinguish any defense that either party to this contract or their respective agents and employees may have to an action or suit by a third party.

107.12 Contractor's Responsibility for Work. From the earlier of the date of commencement of the work or

the effective date of the notice to proceed, and until any work is accepted by the engineer, the work shall be in the custody and under the charge and care of the contractor. Issuance of a payment estimate on any part of the work done will not be considered as final acceptance of any work completed up to that time.

107.12.1 Damages to any portion of the work before the work is completed and accepted, caused by the action

of the elements or from any other reason, shall be repaired or replaced at the contractor's expense. The contractor, at the contractor’s option, may insure against any such damages. The Commission may, in its discretion, make such a payment, determined in accordance with Sec 109.4, for damage to the work due to unforeseeable causes beyond the control of, and without fault or negligence on the part of the contractor, unless the contractor has been reimbursed for such damages by the contractor’s insurer. Prior to reimbursement, the contractor shall furnish documentary evidence of all efforts to recover such repair costs.

107.12.2 The contractor shall immediately give written notice to the engineer of any pedestrian, worker and/or

vehicular accident. The contractor may be directed by the engineer to repair permanent Commission facilities that have been damaged by events that are beyond the control of the contractor. Reimbursement will be provided by the Commission, determined in accordance with Sec 109.4, for the actual direct cost of labor, equipment and material, exclusive of overhead, indirect or consequential costs of profit. The Commission may elect to make such repairs in lieu of the contractor.

107.13 General Insurance Requirements. The Contractor shall procure and maintain at the Contractor’s

expense until Final Acceptance of the project by the engineer, insurance for all damages and losses imposed by 71law and assumed under the contract, of the kinds and in the amounts specified in Secs 107.13.1 through

107.13 8.

107.13.1 Sovereign Immunity Limits for Missouri Public Entities. The Contractor shall procure and maintain

at least minimum insurance coverages to meet meet the sovereign immunity limits for Missouri public entities as calculated by the Missouri Department of Insurance and published annually in the Missouri Register pursuant to Section 537.610, RSMo for Sec 107.13.2 through 107.13.5, unless specified otherwise for each type of insurance coverage. Each policy shall provide additional insured status for the Missouri Highways and Transportation Commission (Commission), the Missouri Department of Transportation (MoDOT) and its employees up to Missouri’s sovereign immunity limits.

107.13.2 Commercial General Liability Insurance. The Contractor shall procure, and maintain during the

term of the project, commercial general liability insurance with coverage at least as broad as Insurance Services Office (ISO) policy form CG 00 01. The general aggregate limit shall, by endorsement or otherwise, provide a designated aggregate limit solely for this project using ISO form CG 25 03 05 09 or an equivalent form. General liability policies shall be endorsed to add the Commission, MoDOT, and its employees as additional insureds (the “Additional Insureds”) using Insurance Services Office forms CG 20 10 or the equivalent under such policy. For construction contracts, an endorsement providing completed operations coverage to the Additional Insureds, ISO form CG 20 37 or the equivalent, is also required. This form, CG 20 37, shall be endorsed on each subsequent commercial general liability policy issued to the Contractor for three (3) years after final acceptance of the project. The contractor could provide extended completed operations for specific project needs. Discontinued operations coverage shall be provided for three (3yrs) when applicable. Coverage shall not be reduced by insured versus insured exclusions or by explosion, collapse and underground (XCU) exclusions.

107.13.3 Commercial Automobile Liability Insurance. The Contractor shall procure and maintain automobile

liability coverage at least as broad as ISO policy form CA 00 01 covering owned, hired, and non-owned autos. The policy shall include as insureds anyone liable for the conduct of an insured as described by policy provision or by endorsement added to the policy.

107.13.3 4 Contractor’s Pollution Liability (CPL) Insurance. The Contractor shall procure and maintain

contractor’s pollution liability insurance for liability arising out of sudden, accidental, and gradual pollution and remediation. The policy shall have minimum limits of $1,000,000. The Commission, MoDOT, and its employees shall be endorsed as additional insureds under such policy. The policy shall provide coverage for hauling of waste from the project site to the final disposal location including non-owned disposal sites. Completed operations coverage for pollution liability shall extend a minimum of three (3) years after final acceptance of the project. The policy shall specifically provide a duty to defend on the part of the insurer. Contractor shall require any subcontractor that performs environmental remediation, hazardous material removal or related work including the transportation, disposal, or environmental engineering work, to provide contractor’s pollution liability insurance with limits and scope of coverage appropriate to the exposure. The Commission, MoDOT, and its employees shall be endorsed as additional insured under such policy. The policy shall not contain a cross suits exclusion or other provisions that would eliminate additional insured claims against the subcontractor.

107.13.5 Aircraft Liability Insurance. If aircraft, including unmanned aircraft, will be used on the project,

Contractor shall provide, or cause to be provided, aircraft liability insurance protecting against claims for damages resulting from such use in all cases where any aircraft that is owned, leased or chartered by any Contractor-Related Entity used on the Project. The policy shall have minimum limits of $1,000,000 and the Commission, MoDOT and its employees shall be additional insureds on the policy by endorsement or policy provision. The use of any aircraft in performance of the Work, the aircraft crew, flight path and altitude, including landing of any aircraft on the Site or on any property owned by the Commission, MoDOT or other parties at interest, shall be subject to review and written acceptance by the Commission prior to any such usage. If any aircraft are leased or chartered with crew and/or pilot, evidence of non-owned aircraft liability insurance will be acceptable to meet these requirements but must be provided prior to use of the aircraft. For use of unmanned aircraft vehicles, the contractor may provide insurance either through an aircraft liability insurance policy, or by endorsement to the Contractor’s commercial general liability insurance policy and excess liability policies. Use of unmanned aircraft must comply with all state and federal rules and regulations, including FAA requirements.

107.13.6 Excess or Umbrella Liability Insurance. The Contractor may satisfy the required limits for Secs

107.13.2 through 107.13.5 by use of excess or umbrella liability insurance policies in any combination that

72meets the contract limits requirements. Such policies shall include as insureds, the Missouri Highways and Transportation Commission (Commission), the Missouri Department of Transportation (MoDOT) and its employees.

107.13.7 Workers' Compensation Insurance. The Contractor shall provide evidence to the engineer that the

Contractor has obtained workers' compensation insurance and employers liability insurance as required by the state or is exempt and provides proper documentation to the engineer. Coverage shall include all statutory workers’ compensation benefits to Contractor employees who may sustain work-related injury, death or disease. If applicable, commensurate with the requirements of the U.S. Longshore and Harbor Workers’ Compensation Act (USL&H) and the Jones Act, with a minimum limit of $2,000,000 per occurrence and in the aggregate, or as may be specified by law, for each.

107.13.8 Railroad Protective Liability Insurance. In addition to other forms of required insurance, the

Contractor shall provide railroad protective liability insurance when any of the Contractor’s work is to be performed within any railroad right of way and in some cases may be required when the project improvements are near a railroad right of way. The name or names of the railroad companies known to be in the vicinity of the contract improvements will be specified in each contract, but the Contractor shall confirm the railroad companies impacted and the final insurance needed with each railroad. The minimum limits of the insurance indicated by each railroad to the Commission will be included in the contract bid documents for informational purposes, but the Contractor shall be bound by each individual railroad company requirements. Each railroad agency has final determination in the content and coverage limits of the policies required. No work will be permitted within any railroad’s right of way until the railroad involved has reviewed and approved the insurance policy. Any day upon which the Contractor cannot perform work due to such a policy not being approved by the railroad will not be counted as a contract day under Sec 108.7.

107.13.9 Evidence of Insurance. Required evidence of insurance providing confirmation of compliance with

these requirements shall consist of a certificate of insurance, an endorsement to any workers compensation policy waiving the subrogation by the insurer, and any endorsements adding the Commission, MoDOT and its employees as additional insureds where specified. “Blanket” or “automatic” additional insured endorsements providing additional insured coverage “where required by contract,” may be used, provided that such forms provide coverage at least as broad as provided by the specified endorsement forms required. The contractor and any subcontract work shall not commence under the contract until the contractor obtains the applicable insurance coverage required and receives approval for such insurance from the engineer. All evidence of insurance for the prime contractor, including certificates of insurance and required endorsements, and notices shall be submitted electronically by the insurance agent to ContractorSupport@MoDOT.mo.gov. The Contractor shall promptly furnish the engineer with a complete copy of its policy upon request. Failure to furnish evidence of proper insurance, or complete insurance policies when requested, may result in the suspension of work as provided in Sec 108, and may result in other claims or actions for breach of contract or otherwise, as may be recognized at law or in equity.

107.13.9 1 Work Performed by Subcontract. Prior to its commencement of the applicable work, the contractor

shall cause each of its subcontractors to provide insurance that complies with the requirements for contractor- provided insurance. Contractor’s determination of such insurance shall not be interpreted as relieving Contractor or its insurer of any liability otherwise imposed on Contractor or its insurers under these Contract Documents. The Contractor shall promptly furnish the engineer with a complete copy of its subcontractor policies upon request. Failure to furnish evidence of proper insurance, or complete insurance policies when requested, may result in the suspension of work as provided in Sec 108, and may result in other claims or actions for breach of contract or otherwise, as may be recognized at law or in equity.

107.13.10 Other Conditions and Requirements.

107.13.10 1 Acceptability of Insurance Companies. All insurers must be authorized to transact business under

the laws of the State of Missouri and hold an AM Best rating of no less than A-: VI.

107.13.10 2 Waiver of Right of Recovery. All insurance coverage maintained or procured pursuant to this

agreement shall be endorsed to waive subrogation against the Commission, MoDOT and its employees or shall specifically allow the Contractor, or others providing insurance evidence in compliance with these specifications, to waive their right of recovery prior to a loss. Contractor hereby waives its own right of recovery against the Commission, MoDOT and its employees. 73107.13.10.3 Enforcement of Contract Provisions (non estoppel). Contractor acknowledges and agrees that any actual or alleged failure on the part of the Commission, MoDOT or its employees to inform Contractor of non-compliance with any requirement imposes no additional obligations on the Commission, MoDOT or its employees, nor does it waive any rights hereunder.

107.13.10 4 Primary and Non-contributory. For any claims related to this contract, the Contractor’s insurance

coverage shall be primary insurance with respects to the Commission, MoDOT and its employees as the additional insureds. Any other insurance or self-insurance maintained by any of these parties shall be excess of the Contractor’s insurance and shall not contribute with the Contractor’s insurance.

107.13.10 5 Specifications not Limiting. Requirements of specific coverage features, or limits contained in this

Section are not intended as a limitation on coverage, limits or other requirements, or a waiver of any coverage normally provided by any insurance. Specific reference to a given coverage feature is for purposes of clarification only as it pertains to a given issue and is not intended by any party or insured to be all inclusive, or to the exclusion of other coverage, or a waiver of any type.

107.13.10 6 Notice of Cancellation and Change in Insurance Carrier. Contractor agrees to oblige its

insurance agent or broker, and insurers by endorsement to the policy, to provide to the engineer with thirty (30) days advance notice of cancellation, except for nonpayment for which ten (10) days’ notice is required, or nonrenewal of coverage for each required coverage. If any policy is canceled or the insurance carrier is planned to change before the contract work is complete, a satisfactory replacement policy shall be obtained and in force, with notice and evidence of insurance submitted to the engineer, prior to the effective date of cancellation of the former policy.

107.13.10 7 Self-insured Contractors and Self-insured Retentions. A self- insured contractor will not be

considered to comply with these specifications unless approved by the engineer prior to beginning work. A contractor with insurance policies arranged with self-insured retentions must be declared to and approved by the engineer prior to beginning work. The Commission reserves the right to require that self-insured retentions be eliminated, lowered, or replaced by a deductible or other policy type.

107.13.10 8 Timely Notice of Claims. Contractor shall give the engineer prompt and timely notice of claims

made or suits instituted that arise out of or result from Contractor’s performance under this Agreement, and that involve or may involve coverage under any of the required liability policies. The Commission and MoDOT will provide timely notice to the contractor of any claims or lawsuits that it receives. If the Commission demands that the contractor defend the suit and/or indemnify the Commission, the contractor or its insurance company shall acknowledge that demand within 20 days of receiving it and the contractor shall respond within a total of 45 days of the claim receipt the intent of the contractor to defend.

107.13.10 9 Exhaustion of Policy Limits. It shall be the contractor’s responsibility to notify the engineer

promptly when any provided insurance limits are not able to be maintained during the contract period or provide verification that additional coverage or excess coverage is also available.

107.14 Cooperation in Defense. The indemnified party shall cooperate with the indemnifying party in the

defense of a third-party claim subject to the foregoing, (1) the indemnified party shall not have any obligation to participate in the defense of or to defend any third-party claim, and (2) the indemnified party’s defense of or its participation in the defense of any third-party claim shall not in any way diminish or lessen its right to indemnification as provided in this section.

107.15 Third Party Liability. Neither the State of Missouri, including the Commission, nor the contractor, by

execution of the contract including these specifications, intend to create a right of action in a third-party beneficiary, except as specifically set out in these specifications and the contract. It is not intended by any required contractual liability in the contract or in these specifications that any third-party beneficiary has a cause of action arising out of the condition of the project when completed in accordance with the plans and accepted by the Commission.

107.16 Personal Liability of Public Officials. There shall be no personal liability upon the Chief Engineer, or

any member, employee or agent of the Commission in carrying out any of the provisions of the contract or in exercising any power or authority granted to the individual, it being understood that in such matters the individual acts as an agent and representative of the State, with official and public duty doctrine immunity. If 74any provision of the contract appears to impose a duty on such an individual, the duty will remain exclusively that of the Commission and will not be a personal duty or obligation of the individual.

107.17 Contractors That Are Not Resident In Missouri. Any contractor that is not a permanent resident of or

domiciled in Missouri shall provide to the Commission proof of compliance with the Missouri "nonresident employers" financial assurance laws at Sections 285.230 to 285.234, RSMo, before the contractor performs any work on a project.

107.17.1 A nonresident contractor that is a "transient employer" as that term is defined in Section 285.230.1,

RSMo, and 12 CSR 10-2.017(1)(A), shall file with the Commission a photocopy of the contractor’s current transient employer's certificate of registration issued by the Missouri Department of Revenue before performing any work on a project. A nonresident contractor that is not classified by the Missouri Department of Revenue as a "transient employer" because the nonresident contractor has properly registered with the Missouri Department of Revenue and the Missouri Division of Employment Security, and has filed and paid Missouri state income taxes for more than 24 consecutive months, shall file with the Commission a photocopy of the contractor’s certificate of registration, issued by the Missouri Department of Revenue, that it is not a "transient employer" before performing any work on a project.

107.17.2 The contractor shall require a nonresident subcontractor to file with the Commission a photocopy of

the subcontractor’s current transient employer's or alternate certificate of registration, as issued by the Missouri Department of Revenue, before that subcontractor performs any work on a project.

107.17.3 Any nonresident contractor or subcontractor that fails to file the financial assurance forms with the

Missouri Department of Revenue as required by Missouri law will be prohibited from contracting for or performing labor on any project for a period of one year.

107.18 Basis of Payment. No direct payment will be made for compliance with Sec 107, except as provided by

Sec 618. 75SECTION 108 PROSECUTION AND PROGRESS 108.1 Subletting of Contract. 108.1.1 The contractor shall not sublet, sell, transfer, assign or otherwise dispose of the contract or contracts or any portion thereof, or of any right, title, or interest therein, without written consent of the engineer. Requests for permission to sublet, assign or otherwise dispose of any portion of the contract shall be in writing and accompanied by evidence that the organization that will perform the work is particularly experienced and equipped for such work. In case such consent is given, the contractor will be permitted to sublet a portion thereof, but the contractor's organization shall perform work amounting to no less than 40 percent of the total contract cost. Certification or classification of a contractor by type of work performed or consent to a subcontract shall not constitute the Commission's endorsement of the qualifications of the subcontractor or that the particular subcontractor’s work will constitute compliance with any other provisions of the contract. 108.1.2 The value of the work sublet will be the amount designated in the contractual agreement between the contractor and the subcontractor. The subcontractor shall perform the work described in the subcontract agreement. No subcontracts, or transfer of contract, will in any case release the contractor's liability under the contract and bonds. Consent to a subcontract will not create a direct contractual relationship between the subcontractor and the Commission. 108.1.3 The contractor shall furnish to the Commission a complete copy of the signed subcontract, and all revisions upon request. 108.1.4 A contractor, at the discretion of the engineer, may make a substitution for a subcontract that was disclosed with the bid in accordance with Sec 102.7 or may add a subcontract that would have required disclosure in accordance with Sec 102.7. The contractor shall submit the name of the new subcontractor, the category of work, the dollar value of each subcontract and the reason for the substitution or addition in writing to the engineer for consideration. 108.2 Notice to Proceed. The notice to proceed will stipulate the date the contractor is expected to begin work. The Commission will issue the notice to proceed by stipulating the date on the notice of award sent to all successful bidders, or on a separate form for this purpose. Prior to the stipulated date, the contractor shall execute and file the prescribed number of copies of the contract and bond and shall furnish to the Commission satisfactory evidence of having complied with insurance requirements. 108.3 Prosecution of Work. The contractor will be expected to start work on the date stipulated by the notice to proceed. If all contract requirements have been met in accordance with Sec 108.2 the contractor may start work before the date stipulated by the notice to proceed, provided the engineer is notified in writing at least three days prior to the date on which the contractor expects to begin. 108.3.1 The contractor shall continuously and diligently prosecute the work in such order and manner as will ensure the completion of the work within the specified time, and the contractor shall be fully responsible for the prosecution and coordination of all work being performed under the contract. 108.3.2 The work in progress shall receive the personal attention either of the contractor or of a competent and reliable representative of the contractor who shall have full and final authority to act for the contractor. If authority is delegated to a representative of the contractor, the contractor shall notify the engineer in writing, stating the name of the person authorized to act as the contractor’s representative, and stating the name or names of persons authorized to sign the various documents such as weekly reports, change orders, force account statements, labor payrolls and any other documents that may be required during the progress of the work. If progress at any time is not adequate to meet the contractor's schedule and the contract completion time, the contractor shall take all steps necessary to complete the work in the time and manner specified in the contract. 108.3.3 Prior to beginning any work on contracts involving a joint venture, the joint venturers shall appoint and maintain a single representative having full and final authority to act for the joint venture. The engineer shall be notified in writing of the name of this representative and of any replacements. 108.4 Progress Schedules. The contractor shall submit a progress schedule to the engineer for review prior to or at the pre-construction conference. The progress schedule shall be used to establish construction operations and 76to monitor the progress of the work, although the engineer's determination of the then major operation or controlling item of work will always prevail. The progress schedule shall be in the form specified in Sec 108.4.1, unless the contract contains different requirements. The progress schedule shall be based on the number of working days, calendar days or other increments as set forth in the contract that the contractor expects to require in completing the project, recognizing the capabilities of labor, equipment, arrangements for material, mobilization, shop drawing preparation and approvals, and other relevant items. If an electronic computer software program is used to generate the schedule, the initial and any revised schedules shall be accompanied by a disk containing the schedule files in the native format of the software program used to create the schedule. The disk shall be labeled with the contract ID, route, county, date of revision, and the name of the software program used. The contractor will not be required to provide any copies of the software program. 108.4.1 Form and Contents of Progress Schedule. The progress schedule shall contain an activities schedule bar chart and may, at the contractor's option, include a written narrative that breaks down into detail the time in working days, calendar days or completion date involved in performing all construction activities for the duration of the project, and which is in a suitable scale as to indicate the percentage of work scheduled for completion at any time. The schedule shall indicate all interdependencies between activities. The progress schedule shall also clearly outline the intended maintenance of traffic, work phasing provided by the contract and such other information, as required by the contract. 108.4.2 Preparation of Initial Schedule. The contractor shall complete development of a progress schedule and present a copy to the engineer prior to or at the pre-construction conference. 108.4.2.1 The construction time, as indicated by the progress schedule, for the entire project or any milestone, shall not exceed the specified contract time. If any milestone date or contract completion date is exceeded in the schedule, time estimates on the progress schedule shall be revised. The controlling activity shall be clearly shown for each day of the schedule. A controlling activity will be defined as that part of a progress-controlling item or items that must be performed before the next progress-controlling item of work can be started. Following a review of the progress schedule by the engineer, the engineer and contractor will meet for a joint review, correction and adjustment of the schedule, if necessary. 108.4.2.2 If necessary this process will be repeated. However, the schedule shall be finalized by the contractor within seven days after request for correction and adjustment to the schedule. 108.4.3 Cost and Intent of Progress Schedules. The review by the engineer of any progress schedule will not constitute a determination that the schedule is reasonable, that following the schedule will result in timely completion, or that deviation will result in a delayed completion. The progress schedule, and any updates provided, is not a part of the contract. If the schedule reflects a completion date different than that specified in the contract, that does not void the completion date or working days specified in the contract. If any schedule reflects a completion time earlier than that specified in the contract, the contractor specifically understands that no claim for additional contract time or compensation will lie against the Commission if the work is not completed by the earlier time shown on the schedule. It will be the contractor's responsibility to determine the most feasible order of work consistent with the requirements of the contract. 108.4.3.1 No direct payment will be made for furnishing progress schedules or revisions. 108.4.3.2 If the contractor fails to comply with the requirement to supply an initial or any revised progress schedule, the engineer may withhold progress payments until a schedule has been submitted and reviewed. 108.4.4 Revised Progress Schedules. The contractor shall provide a revised progress schedule, which will then become the current progress schedule:

108.10 Default of Contract. After notice and an opportunity to remedy, the engineer may declare the contractor

in default, if the contractor:

108.10.1 The engineer will give notice in writing to the contractor and surety of the condition described in Sec

108.10, and advise the contractor and surety of the actions required for remedy. If the contractor does not proceed to remedy the condition within ten days of receipt of this notice, the engineer may declare the contractor in default. The declaration of default will be made in writing to the contractor and the surety.

108.10.2 If within ten days after receipt of the declaration of default, the surety does not proceed to assume the

contract for completion under the direction of the engineer, the Commission has full power and authority, without impairing the obligation of the contract or the bond: 80(a) To take over the completion of the work.

108.10.3 Liability for Costs. The contractor and surety shall be liable for all costs and expenses incurred in

completing the work, and for all liquidated damages in conformity with the contract. The contractor and surety are obligated to comply with all change orders and directives of the engineer to the same extent, and for the same compensation, if any, as the contractor would have been in the absence of default. In case the sum of such liquidated damages and the expense so incurred is less than the sum that would have been payable under the contract if the work had been completed by the contractor, the contractor or surety will be entitled to receive the difference. If the sum of such expense and such liquidated damages exceeds the sum that would have been payable under the contract, the contractor and surety will be liable and shall pay the amount of such excess. This provision will apply regardless of whether the surety or the Commission completes the contract work. The contractor and surety will solely be liable for the costs and expenses of a completing contractor, laborers and suppliers with which either has contracted.

108.10.4 If it is determined after termination of the contractor's right to proceed that the contractor was not in

default, the rights and obligations of the parties will be the same as if the termination had been issued for the convenience of the Commission under Sec 108.11. Sums to which a contractor may be entitled as a result of the contract termination will be limited to amounts determined under Sec 108.11.

108.10.5 Sureties' Continued Acceptability. A surety failing to proceed within ten days after the written

declaration of default by the engineer under Sec 108.10 may be required to show cause to the Commission why the surety should continue to be accepted for future bonds.

108.11 Termination of Contract for Convenience of the Commission. The Commission may terminate the

entire contract, or any portion thereof, if the engineer determines that a termination is in the Commission's best interest. The engineer will deliver to the contractor and surety a notice of termination specifying the extent of termination and the effective date. A termination of the contract for convenience may be directed at any time after the Commission has made a determination to award a contract. The bidding documents may provide for a termination of the contract for convenience under this section upon the occurrence or nonoccurrence of a specified event after bid opening.

108.11.1 Submittals and Procedures. After receipt of a notice of termination, the contractor shall immediately

proceed with the following obligations:

108.11.2 1 Additional Costs. Within 60 days of the effective termination date, the contractor shall submit any

request for additional damages or costs not covered in Sec 108.11 or elsewhere in the contract. Such a request may include only such cost items as: mobilization, overhead expenses proven to be attributable to the project or the part terminated and not paid for under work not terminated, subcontractor costs not otherwise paid for, actual idle equipment and idle labor cost only for any time the work is stopped in advance of the termination date, guaranteed payments for private land usage as part of the original contract, and any other actual cost for which the contractor feels reimbursement should be made.

108.11.2 1.1 Anticipated profits, including anticipated earnings on usage of owned equipment, and impact, delay

or other direct or indirect costs resulting from this termination that are not expressly authorized, will not be compensable as part of any settlement.

108.11.2 1.2 The contractor and the engineer may agree upon the whole or any part of the amount to be paid

because of the termination. The amount may include a reasonable allowance for profit on work done. The agreed amount may not exceed the total contract price as reduced by the amount of payments previously made and the contract price of work not terminated. The contract will be amended and the contractor paid the agreed amount.

108.11.2 2 Additional Cost Review. If the contractor and the engineer fail to agree on the whole amount to be

paid the contractor because of the termination of work, the Commission will pay the amounts determined as follows, but without duplication of any amounts agreed upon in Sec 108.11.2.1:

108.11.2 1.

108.11.2 2.1 In arriving at the amount due the contractor under this clause, there will be deducted:

108.11.2 2.2 If the termination is partial, the contractor may file a proposal with the engineer for an equitable

adjustment of the price or prices of the continued portion of the contract. The engineer will make any equitable adjustment agreed upon. Any proposal for an equitable adjustment under this clause shall be requested within 60 days from the effective date of termination unless extended in writing by the engineer.

108.11.2 2.3 The contractor shall maintain and make available all project cost records to the engineer for audit to

the extent necessary to determine the validity and amount for each item requested. This will include, but is not limited to, all items described in Sec 105.16. These records and documents shall be made available to the engineer at the contractor's office at all reasonable times, without any direct charge. If approved by the engineer, photographs, microphotographs or other authentic reproductions may be maintained instead of original records and documents.

108.11.3 Effect of Termination. Termination of the contract or portion thereof will not relieve the contractor of

contractual responsibilities for the work completed, nor will termination relieve the surety of the surety’s obligation for and concerning that part of the contract not terminated or any just claim arising out of the work performed.

108.12 Notice to Contractor and Surety. Notice to the contractor, in case of default or termination of the

contract, shall be deemed to be served when delivered to the person in charge of any office used by the contractor, the contractor's representative at or near the work or by certified mail addressed to the contractor's last known place of business. Notice to the surety shall be deemed served when mailed to the surety's address as shown in the contract by certified mail.

108.13 Termination of Contract for Misconduct. For the purposes of the following provision, "state" will

include the State of Missouri and any other state, commonwealth or territory of the United States. The Commission may declare the contract to be terminated at any time after the contract is awarded and prior to final acceptance of the project, for any one or more of the acts set forth below, if the act occurred after the bid opening or within two years immediately preceding the date of the bid opening, unless the act is a basis for an adverse action under 49 CFR, Part 29 in which case the time limit will not apply, on any Commission or other federal, state or local government or privately awarded contract:

108.13.1 The acts, omissions and liabilities of persons or firms affiliated with the contractor or of persons that

are principals of the contractor, are those of the contractor, unless the circumstances clearly negate that conclusion. Persons or firms are "affiliates" of each other if, directly or indirectly, either one controls or has the power to control the other or a third person controls or has the power to control both. Examples of control include, but are not limited to: interlocking management or ownership, identity of interests among family members, shared facilities and equipment, common use of employees on projects or a new business entity organized following the determination of ineligibility or non-responsibility of a person or firm which has the same or similar management, ownership or principal employees as the ineligible person. A "principal" will be defined as an officer, director, owner, partner or other natural person within a firm with primary management, supervisory or contracting responsibilities.

108.13.2 The Commission will not declare the contract terminated pursuant to this section if the contractor made

a full and complete disclosure of the acts and circumstances described in Sec 108.13 to the Commission in the bid or in writings submitted with the bid and the Commission did not determine the contractor to be non- responsible prior to making the award of the contract. The Commission will not be precluded from terminating the contract under this section if the information provided by the contractor did not constitute a full and complete disclosure of all facts and circumstances pertinent to the issue of the responsibility and integrity of the contractor.

108.13.3 The procedures for notice of the proposed termination of the contract and the contractor’s right to be

heard regarding that proposed action will be those in accordance with a proposed disqualification or suspension under the provisions of 7 CSR 10-18. After notice and an opportunity to be heard, upon a finding of the existence of a basis to terminate a contract under this section, the Commission may terminate the contract immediately or at the occurrence of some specific date or event in the future, prior to project completion, upon delivery of a written notice to the contractor by actual service or by certified mail, return receipt requested, sent to the address of record of the contractor. Effective with the contract termination date, the contractor shall discontinue further work on the project and shall instruct subcontractors and suppliers to do the same, other than to remove promptly the contractor’s personnel, equipment and supplies from the project site. The contractor will be paid for all completed work to that date at the contract price. At the option of the engineer, the Commission may assume the possession and cost of any specially fabricated material or supplies for the project that have been ordered prior to notice of termination, but have not been installed on the date of termination. The contractor and surety will be liable to the Commission for all costs and expenses incurred by the Commission in completing the project, including, but not limited to, the Commission's costs to redraft and rebid the project, which costs and expenses exceed the total of the contractor's bid price plus additional expenses allowed by the engineer during the contractor's work on the project, less the amount paid to the contractor by the Commission. The Commission will not be liable for damages for breach of contract or in any other action or respect for declaring a default if one exists under this section and for terminating the contract prior to completion by the contractor.

108.13.4 The satisfactory performance of a contract, prior to the notice to the contractor of the intent to

terminate the contract for misconduct, will not be a basis to determine whether the contract may be terminated for misconduct under this section.

108.13.5 The contractor shall file any claim the contractor has against the Commission within 60 days after the

effective date of termination, pursuant to the procedures of Sec 105. The Commission will file any claim the Commission has against the contractor or surety within 60 days of the date of final acceptance of the project, whether or not it is renumbered or redesigned, and whether completed by the surety, by a successor contractor retained by the Commission, or by the Commission itself. Any Commission claim will be filed pursuant to the procedures of Sec 105.

108.14 Determination of Compensation and Contract Time Extension for Excusable, Noncompensable

and Compensable Delays. An extension of the contract time may be granted under the following conditions provided documentation has been given to the engineer in accordance with Secs 108.14.3 through 108.14.5. Strict adherence to the provisions of this section will be a condition precedent to the contractor's entitlement to an extension of contract time or compensation because of project delays. 84108.14.1 Excusable or Noncompensable Delay. Contract time allowed for the performance of the work may be extended for delays caused by acts of God, acts of the public enemy, fires, floods, earthquakes, epidemics, quarantine restrictions, strikes, freight embargoes, unusually severe weather or other delays not caused by the contractor's fault or negligence.

108.14.2 Compensable Delay. Contract time allowed for performance of the work may be extended for delays

caused by the Commission. The contractor may be granted an extension of time and additional compensation only as provided by Sec 109.

108.14.3 Notification of Delay. Within seven days of the occurrence of a delay to the prosecution of any phase

of the work, the contractor shall notify the engineer in writing of such a delay and indicate that a request for delay consideration will be filed. Delay costs incurred prior to notifying the engineer that operations have been delayed will be noncompensable.

108.14.4 Procedures Following a Delay. The contractor shall keep daily records of all non-salaried labor,

material costs and equipment expenses for all operations affected by the delay.

108.14.4 1 The contractor shall maintain a daily record of each operation affected by the delay and the station

location of the operations affected. Daily records of the operations and stations will also be maintained by the engineer. Each Monday, the contractor shall compare the previous week's daily records with the records kept by the engineer. The contractor shall also prepare and submit written reports to the engineer each Monday containing the following information:

108.14.4 2 The contractor shall provide written notice to the engineer within seven days of the results of the

comparison of the detailed reports performed each Monday and shall define any disagreements between specific records.

108.14.4 3 Failure to meet to review the engineer's records or to report disagreements between the records will

be considered conclusive evidence that the engineer's records are accurate.

108.14.5 Procedures Following Completion of Work Allegedly Delayed. Within the earlier of 15 days of

completion of any phase of work allegedly delayed, or of project completion, the contractor shall submit a report to the engineer containing the following information:

108.14.5 1 All costs shown in the report submitted to the engineer must be directly caused by the delay event

and shall reflect the actual costs incurred as shown on the contractor's project cost records kept in the ordinary course of business.

108.14.5 2 The engineer will review the contractor's submission and any reports prepared for the engineer. A

written decision will be provided to the contractor within 60 days of the receipt of the complete contractor's submission. This time may be extended if the engineer requires additional information. The contractor shall state affirmatively in writing when the contractor has made a complete submission of information regarding a delay event.

108.14.5 3 In the case of compensable delays, if the engineer determines that the Commission is responsible for

delays to the contractor's operations, the engineer's written decision will reflect the nature and extent of any resulting equitable adjustment to the contract in accordance with Sec 109.

108.15 Suspension of Work Directed by the Engineer.

108.15.1 If the performance of all or any portion of the work is suspended or delayed by the engineer for an

unreasonable period of time not originally anticipated, customary or inherent to the construction industry, and the contractor believes that additional compensation or contract time is due as a result of such suspension or delay, the contractor shall submit to the engineer in writing a request for adjustment within seven days of receipt of the notice to resume work. The request shall set forth the reasons and support for such an adjustment. The procedures of Secs 108.14.4 and 108.14.5 will apply to requests for additional compensation or time claimed by the contractor as a result of a suspension of work directed by the engineer under this section.

108.15.2 Upon receipt, the engineer will evaluate the contractor's request. If the engineer agrees that the cost or

time required for the performance of the contract has increased as a result of such a suspension and the suspension was caused by conditions beyond the control of and not the fault of the contractor, suppliers or subcontractors, and not caused by weather, the engineer will make an adjustment, excluding profit, and modify the contract in writing accordingly. The engineer will notify the contractor of the engineer's determination whether or not an adjustment of the contract is warranted.

108.15.3 No contract adjustment will be made unless the contractor has submitted the request for adjustment

within the time prescribed.

108.15.4 No contract adjustment will be allowed under this clause to the extent that performance would have

been suspended or delayed by any other cause, or an adjustment is provided for or excluded under any other term or condition of the contract. 86 SECTION 109 MEASUREMENT AND PAYMENT 109.1 Measurement of Quantities. All work completed under the contract will be measured by the engineer according to United States standard measure or will be paid for on a contract quantity basis as set out elsewhere in these specifications. The method of measurement and basis of payment will be made to the nearest whole number unless specified otherwise. When the contract quantity of any item is found to include appreciable errors, or when an authorized revision of the plans is made, the quantity will be corrected before making final payment. The method of measurement and computations to be used in determination of quantities of material furnished and of work performed under the contract will be those methods generally recognized as conforming to good engineering practice. 109.2 Scope of Payment. 109.2.1 Compensation. The contractor shall receive and accept compensation provided for in the contract as full payment for performing all work under the contract in a complete and acceptable manner, and for all risk, loss, damage or expense arising from the work or the prosecution thereof subject to Sec 109.8. 109.2.2 Completed Improvements. The payment of any current or final estimate, or the acceptance of any portion of the work as provided in the specifications, will not affect the obligation of the contractor to submit for final acceptance a completed improvement in accordance with the contract. 109.3 Compensation for Altered Quantities. When the accepted quantities of work vary from the quantities in the contract, the contractor shall accept payment at the original contract unit prices for the accepted quantities of work done. No allowance will be made for any increased cost, except as provided in Sec 104 and Sec 108. 109.4 Differing Site Conditions and Changes in the Work. Contract adjustments to compensate for changes in the work or extra work caused by differing site conditions or changes in the work performed in accordance with Sec 104 will be determined by use of one of the following methods, in order of precedence 109.4.1 Contract Unit Prices. Where contract unit prices exist, the contract unit price will always be applied without deviation, unless the effect of a differing site condition or a significant change in the character of the work requires an equitable adjustment to a contract unit price under the terms of this contract. Equitable adjustments will exclude any anticipated profits. 109.4.2 Unit Prices or Lump Sum Amount Agreed Upon in the Change Order Authorizing the Work. Where contract unit prices do not exist for the work to be done, the parties may agree to such unit prices or a lump sum price for that work. Where an equitable adjustment to a unit price is required, the parties may agree to the adjustment to be made to the contract unit price, excluding any anticipated profits. Prior to agreeing upon such unit or lump sum prices, the engineer may require from the contractor any information to which the engineer is authorized under Sec 104. 109.4.3 Equitable Adjustment. In all other cases, except work ordered to be performed under force account, the engineer will make an equitable adjustment to or determination of the affected contract prices for the work, based on the contractor's actual costs to perform the work. This determination will be consistent with the contractor's other proven costs to perform the contract work, as shown in the contractor's bid computations and project cost records, produced and kept in the ordinary course of business. Prior to making an equitable adjustment, the engineer may require from the contractor any information relevant to that determination, including the information authorized under Sec 104. The condition precedent to determination of contractor entitlement and amount of any contract adjustment and Commission liability will be that the adjustment:

109.10 Assignments. Neither the contract, nor any duties or obligations or rights of the contractor or the

contractor’s surety arising under, from or relating to the contract, or to be performed as required by the contract, and whether present or prospective, including, without limitation, money due at any time or any claim of any character arising from or relating to performance or nonperformance of the contract, whether for breach or otherwise, shall be assigned or transferred to any other person so as to bind or affect the Commission absent the express written consent of the surety and the Commission and upon a written request and compliance with such requirements as the engineer or Commission may provide.

109.11 Compensation for Project Delays. This provision will apply to and will control all contract

adjustments, change orders and claims for additional compensation that are time related, resulting from compensable project delays, inefficiency, standby, extended performance or described in any other term. 91109.11.1 Only the actual and documented additional costs associated with the following items will be recoverable by the contractor as an equitable adjustment for delay.

109.11.2 All costs claimed shall be adequately documented when measuring additional equipment expenses (i.e.

ownership expenses) arising as a direct result of a delay caused by MoDOT. Actual records kept in the usual course of business, measuring actual increased ownership expenses pursuant to generally accepted accounting principles, may be required at the discretion of the engineer for determining equipment costs. For delays that the engineer determines to be short-term, or when the engineer determines this method acceptable, equipment costs shall be calculated using the provisions for authorized standby time in Sec 109.5.4, except that no increase for overhead or profit will be allowed in excess of what is established in Sec 109.11.1.

109.11.3 The parties agree that, in any adjustment for delay costs, MoDOT will have no liability for the

following items of damages or expense.

109.12 Change Orders. Except as otherwise provided for in the change order, an adjustment of the contract

price or time of contract performance in a change order constitutes compensation in full to the contractor, subcontractors and suppliers for all costs and time effects directly or indirectly attributable to the matter described in the change order, for all delays related thereto, for all impact, cumulative impacts and for performance of the change within the time stated. The surety's liability under the contract bond and contract shall not be limited to the penal sum as set forth in the contract bond. The surety shall be liable and responsible to the Commission for the contractor's entire performance and of all obligations arising under or from the contract, which shall include, but not be limited to, any change orders issued under the contract that increase the cost of the contract.

109.13 Prompt Payment to Subcontractors and Suppliers. The requirements set forth in this section will

apply to all contracts where the federal government is participating in the cost of construction.

109.13.1 When the contractor receives any payment from the Commission, the contractor shall, within the

earlier of fifteen days of receipt of that payment, or the date provided by the subcontract or purchase order, pay each subcontractor or supplier a sum, less only any retention provided by the subcontractor or purchase order or sum withheld as allowed by Sec 109.13.3, equal to one of the following: 92(a) The value of that subcontractor's work, services or material included on the contractor payment estimate applicable to that payment.

109.13.2 Notwithstanding any conflicting provision in a subcontract or purchase order and subject only to the

requirements of Sec 109.13.3, the contractor shall make final payment of the balance of all sums under a subcontract or purchase order, including any retention, within 30 days of the satisfactory completion of the subcontractor's work or services, or a supplier's final delivery of materials to be provided.

109.13.3 The contractor may withhold periodic payment or final payment to a subcontractor or supplier only for

the following causes and only if that subcontractor or supplier is directly involved:

109.14 Price Adjustment for Fuel. If the contractor accepts the option for fuel adjustment in the bid proposal,

the method of price adjustment for the fuel used on the items of work specified herein will be based on "Fuel Usage Factors" The following table specifies the fuel usage factors for Production and On-Road Hauling. The On-Road Hauling Factor is based on an average 30-mile round trip and will be used regardless of the actual haul distance. Price adjustment for fuel does not apply to fixed-cost items listed in Job Order Contracts. Price adjustment for fuel shall only apply to items that are defined in the table below and listed in the Listing of Bid Items for Highway Construction at the time of bid. Non-standard bid items shall not be subject to price adjustment for fuel unless specified elsewhere in the contract. Item of Work UnitFuel Usage Factor for ProductionFuel Usage Factor for On-Road HaulingTotal Fuel Usage Factor Class A Excavation gal/yd3 0.20 n/a 0.20 Unclassified Excavationgal/yd3 0.30 n/a 0.30 Class C Excavation (Includes Sandstone and Igneous Rock Excavation)gal/yd3 0.40 n/a 0.40 Embankment in Place gal/yd3 0.35 n/a 0.35 93Bituminous Construction on Roadways, Shoulders and Entrances. Includes both full depth asphalt and overlays. Includes all asphalt mixes under Secs 401, 402 and 403, as well as Ultrathin Bonded Asphalt Wearing Surface (UBAWS). Asphalt mixes paid by SY will be converted to equivalent tons using a factor of 1.98 tons/yd3.gal/ton of total asphalt mix2.65 0.67 3.32 Concrete Pavement Construction on Roadways, Shoulders and Entrances. Includes both full depth concrete and overlays. Includes roller compacted concrete. Round to nearest 1 in. increment. (e.g. if 7.5” pavement use 8 in. factor). If less than 6 in., use 6 in. factor. Concrete paid by CY will be converted to equivalent thickness.gal/yd2 6 in. 7 in. 8 in. 9 in. 10 in. 11 in. 12 in. 13 in. 14 in. 0.27 0.29 0.31 0.33 0.35 0.36 0.39 0.41 0.42 0.22 0.26 0.29 0.33 0.37 0.41 0.44 0.48 0.52 0.49 0.55 0.60 0.66 0.72 0.77 0.83 0.89 0.94 Aggregate Base Constructiona on Roadways, Shoulders and Entrances.gal/yd2 3in. 4 in. 5 in. 6 in. 7 in. 8 in. 9 in. gal/ton gal/yd3 n/a n/a n/a n/a n/a n/a n/a n/a n/a 0.11 0.15 0.19 0.23 0.26 0.30 0.34 0.67 1.35 0.11 0.15 0.19 0.23 0.26 0.30 0.34 0.67 1.35 a Includes all base in Secs 302 and 304, when hauled to the project, but does not include material in Secs 303 or 310. Does not include any base produced within project limits or adjacent to the project. Includes base shown in pay limits for optional shoulder designs (e.g. A3 shoulder), but not the portion identified as incidental base.

109.14.1 The first day of each month (excluding Saturdays, Sundays, and holidays) in which the project is bid

will be used to establish the "Starting Fuel Index" for the duration of the project. The "Starting Fuel Index" will be the average of the values given for No. 2 fuel as reported by Platt's Oilgram - PAD 2 - St. Louis Area.

109.14.2 The pay items and unit prices in the contract will not change. The Commission will, on the first day of

each month (excluding Saturdays, Sundays and holidays), determine the "Monthly Fuel Index" of No. 2 fuel from the price index as reported by Platt's Oilgram - PAD 2 - St. Louis Area, which will apply to all payment estimates during that month regardless of the type fuel used.

109.14.3 The quantities of completed work for the payment period will be determined by the engineer and

included in the payment estimate. These same quantities will be used to determine the fuel usage for any price adjustment. 94109.14.4 The difference (±) between the "Monthly Fuel Index" and the "Starting Fuel Index" will be the "Monthly Fuel Index Adjustment Factor". This "Monthly Fuel Index Adjustment Factor", along with the "Fuel Usage Factor" and quantities of completed work for which payment is made will determine the fuel adjustment payment or deduction.

109.14.5 If adjustments are made in the contract quantities, the contractor shall accept the fuel adjustment as full

compensation for increases or decreases in the price of fuel regardless of the amounts of overrun or underrun.

109.14.6 The fuel adjustment will be computed each pay period work is performed, for the usage of fuel by the

following procedure: Fuel Adjustment = (Fuel Usage Factor) x (Monthly Fuel Index Adjustment Factor) x (Units of Work included in the payment estimate)

109.14.7 Payments or deductions for the fuel adjustments on the various items of work will be made on the

estimate as one "Fuel Adjustment". No change order will be required.

109.14.8 If the bidder wishes to be bound by these specifications, the bidder shall execute the acceptance form

in the proposal. Failure by the bidder to execute the acceptance form will be interpreted to mean election to not participate in the price adjustment for fuel.

109.15 Price Adjustment for Asphalt Cement.

109.15.1 Asphalt Cement Price Index. Adjustments will be made to the payments due the Contractor for any

plant mix bituminous base, plant mix bituminous pavement, plant mix bituminous surface leveling, asphaltic concrete pavement and ultrathin bonded asphalt wearing surface that contains performance graded (PG) asphalt binder when it has been determined that the Monthly Asphalt Index for the month prior to placement of the asphalt mixture has fluctuated from the Monthly Asphalt Index for the month the project was let. The Monthly Asphalt Index shall be established for each calendar month as the average of the midpoint selling prices of PG64-22 for St. Louis and Kansas City, Missouri areas, as published by Poten and Partners Inc. in the Asphalt Weekly Monitor®, on the first Monday preceding the date of the normal monthly MoDOT letting. For months when there is no normal monthly letting, the published price on the third Monday of that month shall be used for the Monthly Asphalt Index. Special lettings shall have no effect on determining the Monthly Asphalt Index. The asphalt base index shall be the Monthly Asphalt Index for the month of the bid opening. For calculation of the price adjustment, any asphalt placed on the first day of a month will generally be considered as placed the previous month to keep price adjustments in sync with MoDOT's normal payment estimate period schedule. The Commission reserves the right to include asphalt placed on the first day of the month with the current month to accomodate financial accounting termini, such as the beginning of the state and federal fiscal years (July 1 and October 1).

109.15.1 1 The price adjustment will be applied to the actual amount of virgin PG asphalt binder used by the

Contractor for all asphalt items specified in Sec 109.15.1. For asphalt mixtures that are paid for by the square yard, the price adjustments will be made for applicable equivalent tons, as calculated by the engineer, based upon the plan square yard quantity and thickness converted to tons, excluding the 1:1 wedge. The price adjustment will be applied to all Job Order Contract projects for all quantities of the wet ton and square yard asphalt mix. The percentage of virgin PG asphalt binder as shown in the job mix formula, in accordance with Sec 401, 402, Sec 403 and Sec 413, will be the basis for price adjustments for any asphalt mix type placed on the project. The effective asphalt binder obtained from the use of Recycled Asphalt Pavement (RAP) and/or Recycled Asphalt Shingles (RAS) will not be eligible for adjustment. The Monthly Asphalt Index for PG64-22 will be applied to the asphalt mix for mixes using any PG asphalt binder.

109.15.1 2 Price Adjustment Calculated. To determine the price adjustment for any asphalt mix specified in

this provision, the following formula will be used. A = (B x C/100) x (D-E) Where: A = Dollar value adjustment for mix placed during the payment estimate period B = Tons of asphalt mixture placed during the payment estimate period C = Percent of virgin PG asphalt binder as listed in the job mix formula in use D = The Monthly Asphalt Index for the month prior to the month the asphalt mix was placed 95 E = The asphalt base index = the Monthly Asphalt Index for the month the project was let

109.15.1 3 The engineer will apply the price adjustments, as determined by the price adjustment calculation

established herein, for each payment estimate period in which asphalt is placed, except for any asphalt placed after the allowable contract time period as defined in Sec 108. For asphalt placed after the contract completion time limit, the "D" value used for the price adjustment calculated shall be either the last "D" value prior to the date that contract time was exceeded, or the current monthly "D" value, whichever is lower.

109.15.1 4 Optional. This provision is optional. If the bidder wishes to be bound by this provision, the bidder

shall execute the acceptance form in the Bid. Failure by the bidder to execute the acceptance form will be interpreted to mean election to not participate in the Asphalt Cement Price Index. If the Asphalt Cement Price Index is accepted, PG asphalt binder for the project will not be eligible for a material allowance as described in Sec 109.

109.15.2 Seal Coat Price Index. Adjustments will be made to the payments due the contractor for Seal Coat

placed in accordance with Sec 409. Adjustments will be calculated in accordance with Sec 109.15.1 Asphalt Cement Price Index, except as defined herein.

109.15.2 1 Basis of Payment. To determine the adjustment for any material specified in this provision the

following formula will be used. A = B X (0.68 X 8.58/2000) X (D – E) Where: A = adjustment for Seal Coat placed during the index period B = gallons of seal coat placed during the index period D = average index price at the beginning of the period E = average index price at the time of bid 0.68 = factor to reduce volume of emulsion to AC only (use average specific gravity of 1.03 for seal coat)

109.15.2 2 Optional. This provision is optional. If the bidder wishes to be bound by this provision, the bidder

shall execute the acceptance form in the Bid for the Seal Coat Price Index. Failure by the bidder to execute the acceptance form will be interpreted to mean election to not participate in the Seal Coat Price Index.

109.15.3 Asphalt Underseal Price Index. Adjustments will be made to the payments due the contractor for

Asphalt Underseal placed in accordance with Sec 625. Adjustments will be calculated in accordance with Sec

109.15 1Asphalt Cement Price Index, except as defined herein.

109.15.3 1 Basis of Payment. To determine the adjustment for any material specified in this provision the

following formula will be used. A = B X (8.66/2000) X (D – E) Where: A = adjustment for asphalt underseal placed during the index period B = gallons of asphalt underseal placed during the index period D = average index price at the beginning of the period E = average index price at the time of bid (use average specific gravity of 1.04 for underseal)

109.15.3 2 Optional. This provision is optional. If the bidder wishes to be bound by this provision, the bidder

shall execute the acceptance form in the Bid for the Asphalt Underseal Price Index. Failure by the bidder to execute the acceptance form will be interpreted to mean election to not participate in the Asphalt Underseal Price Index.

109.15.4 Polymer Modified Emulsion Membrane Price Index. Adjustments will be made to the payments

due the contractor for Polymer Modified Emulsion Membrane placed in accordance with Sec 413.30 (UBAWS), but not when used for other purposes. Adjustments will be calculated in accordance with Sec 109.15.1 Asphalt Cement Price Index, except as defined herein. 96109.15.4.1 Basis of Payment. To determine the adjustment for any material specified in this provision the following formula will be used. A = B X (0.9/2000) x (D – E) Where: A = adjustment for membrane placed during the index period B = square yards of membrane placed during the index period D = average index price at the beginning of the period E = average index price at the time of bid

109.15.4 2 Optional. This provision is optional. If the bidder wishes to be bound by the provision, the bidder

shall execute the acceptance form in the Bid for Polymer Modified Emulsion Membrane (UBAWS). Failure by the bidder to execute the acceptance form will be interpreted to mean election not to participate in the Polymer Modified Emulsion Membrane Price Index (UBAWS).

109.16 Fixed Cost Items. The following fixed prices shall be used when referenced in the specifications:

Sec Item No. Item of Work Unit Fixed Price 201.4.3201-

30.00 Clearing and Grubbing Acre$3,500.00

203.9.4203-

20.00 Class C Excavation ≤ 500 cy cy $75.00

206.6.2206-

36.00 Supplemental Foundation Test

Holesft $6.00 206.6.3.1206-

10.03 Class 1 Excavation in Rock cy$120.00

206.6.3.2206-

20.03 Class 2 Excavation in Rock cy$170.00

206.6.3.3206-

31.00 Class 3 Excavation in Rock cy $85.00

206.6.3.4206-

34.00 Class 4 Excavation in Rock cy $85.00

214.5.1.2214-

20.00 Furnishing Rock Fill cy $15.00

303.5.1.2303-

06.00 Furnishing Rock Base Material sy $10.00

401.14401-

05.00 Sample of Compacted Plant Mix

Bituminous PavementEach$75.00

403.23 2403-

05.00 Sample of Compacted Asphaltic

Concrete PavementEach$75.00

505.10 14505-

00.04 Supplementary Wearing Surface Material (Low Slump Concrete) cy$800.00

505.20 14505-

00.04 Supplementary Wearing Surface Material (Latex Modified Concrete) cy$700.00

505.30 14505-

00.04 Supplementary Wearing Surface Material (Silica Fume Concrete) cy$800.00

505.40 14505-

00.04 Supplementary Wearing Surface Material (Latex Modified Very Early

Strength Concrete)cy$900.00

505.50 14505-

00.04 Supplementary Wearing Surface Material (CSA Cement Very Early

Strength Concrete)cy$700.00

505.60 14505-

00.04 Supplementary Wearing Surface Material (Steel Fiber Reinforced

Concrete)cy$500.00

505.70 14505-

00.04 Supplementary Wearing Surface Material (Polyester Polymer Concrete)cy$900.00

97611.30.5.1611-

30.10 Furnishing Type 1 Rock Blanket cy $24.00

611.30.5 1611-

30.20 Furnishing Type 2 Rock Blanket cy $25.00

701.7.7701-

15.00 Concrete Coring lf$100.00

618.3618-

10.20 Additional Mobilization for Seeding Each$600.00

703.5.1703-

20.02 Class B Concrete (Misc) (Concrete Fill > 2 cy) cy$500.00

703.5.1703-

20.02 Class B Concrete (Misc) (Concrete Fill ≤ 2 cy) cy$750.00

706.4706-

10.00 Reinforcing Steel lb $2.00

98SECTION 110 STATE AND FEDERAL WAGE RATES AND OTHER REQUIREMENTS 110.1 Wage Rates. The contractor will be required to pay either the state or federal prevailing hourly wage rate for any craft or type of worker required to perform the work, except when expressly provided by the contract documents. State wage rates, information on the required federal aid provisions, and the current federal wage rates are available on MoDOT’s web site. Applicable federal wage rates will be posted on MoDOT’s web site ten days before the bid opening. These supplemental bidding documents have important legal consequences. It shall be conclusively presumed that the documents applicable to the contract are in the bidder's possession and have been reviewed and used by the bidder in the preparation of any bid submitted on a project. 110.2 Federal-Aid Projects. If the federal government is participating in the cost of construction of the project, all applicable federal laws, and the regulations made pursuant to such laws, will be applicable to and become part of the contract, shall be observed by the contractor, and the work will be subject to the inspection of the appropriate federal agency in accordance with Sec 105.10. Contracts with federal-aid will require payment of the prevailing hourly wage rate for each craft or type of work required to execute the contract as determined by the Missouri Department of Labor and Industrial Relations, and will require adherence to a schedule of minimum wages as determined by the U.S. Department of Labor. For work performed anywhere on the project, the contractor and the subcontractors shall pay the higher of these two applicable wage rates. 110.3 Prevailing Wages and Records. The prevailing state wage rate, overtime and fringe benefits for the locality of the work as determined by the Missouri Department of Labor and Industrial Relations, or by a court decision on appeal, will be contained in the contract. The effective date for the current wage rate, overtime and fringe benefits, for bidding purposes, will be in the bid documents by special provision. The contractor and all subcontractors shall pay no less than the prevailing wage rate, overtime and fringe benefits as specified or as same may be changed by a court decision on appeal, for all work performed under the contract. Per 290.250 RSMo., the contractor shall forfeit a penalty up to $100 per day per worker for each worker that is paid less than the prevailing rate for any work done under the contract by the contractor or any subcontractor as determined by the Missouri Department of Labor. 110.3.1 The contractor is advised that the prevailing wage rate, overtime and fringe benefits are subject to change during the life of the contract by court decision. No such change shall be the basis for adjustment in the contract price. 110.3.2 The contractor and each subcontractor shall keep an accurate record showing the names and occupation of all workers employed by the contractor, including the actual wages, overtime and fringe benefits paid to each worker. The record shall be open to inspection at all reasonable hours by the representatives of the Department of Labor and Industrial Relations of Missouri or the Commission. The contractor shall submit certified copies of payrolls to the engineer each week. 110.3.3 Subsistence Deductions. The contractor shall comply with all applicable federal and state laws for employee payroll deductions for subsistence and as specified herein:

202.10.1 Description. This work shall consist of plugging and closing wells as shown on the plans or as

directed by the engineer.

202.10.2 Conformance Requirements. The contractor shall notify the engineer at least 24 hours in advance of

the contractor's intent to plug the well. The contractor shall be in possession of a valid MDNR permit for well or pump installation. The abandonment procedure for wells shall be in accordance with requirements in specific MDNR regulations for monitoring wells, heat pump wells, test holes or all other wells, as applicable. A copy of the completed closed well registration shall be furnished to the engineer.

202.10.3 Basis of Payment. The accepted quantity of plugged and closed wells will be paid for at the contract

unit price per each. Payment will be considered full compensation for all labor, equipment and material for plugging and closing, and the costs and fees associated with closed well registration. SECTION 202.20 SEPTIC TANK PLUGGING AND DISPOSAL.

202.20.1 Description. This work shall consist of plugging and disposing of septic tanks shown on the plans or

as directed by the engineer.

202.20.2 Conformance Requirements. The contractor shall notify the engineer at least 24 hours in advance of

the contractor's intent to plug and dispose of the septic tank. Septic tanks shall be abandoned by pumping the septic tank, collapsing the top of the tank, plugging incoming and outgoing laterals, and breaking the bottom to permit drainage. The tank trench shall be backfilled with coarse gravel or rock, agricultural lime, or sand to a depth of 2 feet below the existing ground surface. The top 2 feet shall be backfilled with soil from the parcel and compacted in 6-inch lifts to the approximate density of the adjacent soil. In the event there is insufficient material in the immediate vicinity, the contractor shall provide material meeting the approval of the engineer, at the contractor's expense. All material pumped from septic tanks shall be properly disposed of at a permitted sewage treatment facility or other location approved by the engineer. 105202.20.3 Basis of Payment. The accepted quantity of septic tanks, plugged and disposed of, will be paid for at the contract unit price per each. Payment will be considered full compensation for disposal of tank contents, permits, labor, equipment and material to complete the described work. SECTION 202.30 REMOVAL OF IMPROVEMENTS FOR ROADWAY CONTRACTS.

202.30.1 Description. This work shall consist of removing and disposing of all existing improvements for

roadway contracts from the right of way and within the limits of any construction easement outside the right of way, except improvements designated to remain in place or to be removed under other items of work.

202.30.1 1 Removal of improvements shall include removing all drainage structures, pavement, surfacing and

base courses, curb, gutter, sidewalks, house walks, steps, retaining walls, foundation walls, columns, footings, concrete floors, cisterns, catch basins, uncontaminated storage tanks, manholes, drainage and sewer pipes, water and gas main pipes, signs, fences, scattered or piled bricks, stones, broken masonry, rubbish, debris, outdoor advertising signs, etc., from existing improvements.

202.30.1 2 The plans may not show a complete list of all items to be removed. There may be an undetermined

number of abandoned utilities, basement or foundation walls, columns, footings or other improvements encountered. The contractor shall determine the extent of the work to be performed under this item.

202.30.2 Method of Measurement. This work will not be measured for payment, but will be considered a lump

sum unit. The work will include the removal of all items, regardless of whether the items are shown on the plans or encountered during construction, unless the presence of the improvement encountered could not have been determined by a visual inspection prior to bidding. No deductions will be made from the quantities measured for payment of excavation where existing improvements are removed from within the limits of the sections measured for determining pay quantities of excavation.

202.30.3 Basis of Payment. Accepted removal of improvements will be paid for at the contract lump sum price.

If no lump sum unit for the removal of improvements is included in the contract, the removal of improvements required to complete the contract, or as directed by the engineer, will be considered incidental to the work and no direct payment for the removal will be made. If additional removals are encountered as described in Sec

202.30 2, payment will be made in accordance with Sec 104.3.

SECTION 202.40 DEMOLITION AND REMOVAL OF BUILDINGS.

202.40.1 Description. This work shall consist of demolishing, removing and disposing of all existing buildings

from the right of way or within the limits of any construction easement outside the right of way as shown on the plans. Removal of buildings shall include all attached structures, existing rubbish, trash and contents in and adjacent to the building on each parcel.

202.40.1 1 Notification of Demolition. The contractor shall provide proper notification to all appropriate

federal, state and local agencies prior to demolition. Notification is necessary for the demolition of a building, bridge or bridge deck regardless of whether asbestos is present. The notification procedures and forms are available from MDNR. The contractor shall provide copies of all completed and approved forms to the engineer prior to any demolition work.

202.40.2 Schedule. The contractor shall submit a plan and schedule for demolition and removal of any

designated improvements, asbestos containing material (ACM), buildings, contaminated material, and storage tanks on the parcel. Prior to the start of removals, the contractor shall obtain approval from the engineer for all schedules and plans. The work shall be performed in accordance with the approved plan and schedule unless otherwise approved by the engineer. The contractor shall complete all demolition, removal and disposal of buildings, other than ACM removal, within seven days after starting work on the building, unless otherwise approved by the engineer.

202.40.3 Demolition and Removal General Requirements.

202.40.3 1 Backfilling. Backfilling operations for residential basements shall be completed within four days

after residential buildings are removed. Backfilling operations for commercial basements shall be completed within 14 days after commercial buildings are 106removed in accordance with the demolition and removal work schedule required in Sec 202.40.2.

202.40.3 2 Site Maintenance. All parcels included with each notice to remove shall be maintained by the

contractor and kept in a safe and clean condition until acceptance of the work by the engineer. All access to the interior of buildings located on a parcel for which a notice to remove has been issued shall be closed up and secured or otherwise covered such that the public cannot enter the buildings.

202.40.3 3 Utilities. Before beginning demolition, the contractor shall arrange for the disconnection of utilities

to buildings to be demolished in accordance with the regulations of the utility concerned. The contractor shall take measures to prevent any material from entering storm and sanitary sewers. In the event that utility service lines are disrupted and utility service is needed, the contractor shall provide adequate substitute utility service, at the contractor's expense.

202.40.3 4 Site Security. Before starting demolition for each parcel, the contractor shall provide adequate

security around buildings to be demolished to protect the public and workers from operating equipment and falling debris, and to block access to any situation that constitutes a hazard to the public

202.40.4 Removal of Asbestos Containing Material. Unless designated otherwise, the Commission will test

all buildings or structures to be removed for ACM. Testing of buildings will be limited to ACM. Buildings will not be tested for other substances. The Commission disclaims any representation that the buildings are hazard- free. If ACM is present in a building or structure, the ACM shall be removed and disposed of by the contractor in accordance with the contract documents. All regulated asbestos containing material (RACM), as defined in Sec 202.40.4.5, and Category I nonfriable ACM on concrete shall be removed from the buildings prior to demolition or salvage. Category II nonfriable ACM that does not have a high probability of becoming crumbled, pulverized or reduced to powder in the course of demolition, and Category I nonfriable ACM, except floor tile or sheeting on concrete, may remain in the building during demolition. All building demolition material, including the Category II nonfriable ACM and Category I nonfriable ACM, shall be disposed of in a licensed landfill. The contractor shall not crumble, pulverize or reduce to powder Category II nonfriable ACM and shall not cut, grind, sand, abrade or render the Category I nonfriable ACM friable during demolition and transportation to the licensed landfill. If the contractor elects to remove and dispose of Category II nonfriable ACM and Category I nonfriable ACM prior to demolition, disposal shall be performed properly and at the contractor’s expense.

202.40.4 1 Asbestos Identification and Testing. Suspect ACM will be sampled and tested. The results of the

testing for friable and nonfriable ACM requiring removal will be made available to the contractor or included within the contract documents. For those buildings with unknown quantities at the time of award, results of testing for friable and nonfriable ACM requiring removal will be provided with the notice to remove.

202.40.4 2 Licensing and Permits. The contractor performing friable asbestos abatement in accordance with

the regulations shall be registered with MDNR and certified as an asbestos contractor with the agency. Before beginning work on any parcel, the contractor shall provide the engineer with copies of all permits, licenses and certifications in accordance with local, state, or federal agencies.

202.40.4 3 Notification and Reporting. The contractor shall provide all information regarding asbestos

abatement to the EPA, OSHA, MDNR and local agencies in accordance with applicable regulations concerning asbestos removal work. Notification shall be provided by the contractor to all applicable regulating agencies for all asbestos removal before removal and demolition begins. The contractor shall obtain any necessary authorization for the work from all applicable federal, state and local agencies. The contractor shall provide copies of all reports and authorization information to the engineer prior to beginning work on the project.

202.40.4 4 On-Site Supervisor. The contractor shall provide a trained supervisor to remain on site during all

ACM removal work in accordance with EPA regulations. The contractor shall provide evidence of the supervisor's training to the engineer before any work begins.

202.40.4 5 Regulated Asbestos Containing Material and Category I Nonfriable Asbestos Containing

Material on Concrete. The contractor shall remove, transfer and dispose of RACM and Category I nonfriable ACM (floor tile and sheeting on concrete) specified in the contract. The following material will be considered RACM:

202.40.4 6 Unidentified Asbestos. If the contractor encounters suspect ACM not previously identified in the

contract, the contractor shall immediately notify the engineer in accordance with the contract requirements. The engineer will have the suspect material sampled and tested, and the contractor shall not remove the additional suspect ACM until directed by the engineer.

202.40.4 7 No Salvage Permitted. No salvage of items containing asbestos material will be permitted.

202.40.4 8 Airborne Asbestos Particle Testing. The contractor shall monitor and test for airborne asbestos

particles during working hours within the area of the property or fence line. The contractor shall conduct operations to keep airborne particles beyond this area within the established regulation limits. The contractor shall furnish the engineer copies of correspondence, test results, recommendations and other information to document contractor's compliance with the following requirements:

202.40.4 9 Disposal. All RACM and Category I nonfriable ACM shall be disposed of within seven days of

removal from the building or structure. All RACM and ACM shall be disposed in accordance with applicable EPA, OSHA, MDNR and local agencies’ regulations.

202.40.4 9.1 The contractor shall identify or mark hauling vehicles used to transport asbestos waste during

loading, transporting and unloading in accordance with applicable regulations for transporting asbestos waste. The waste shall be transported in enclosed roll-offs or dumpsters, vehicles that have completely enclosed cargo areas, or a four-sided cargo area that shall be completely covered with two layers of 6-mil thick plastic sheeting or equivalent covering while the waste is being transported.

202.40.4 9.2 The contractor shall provide a Waste Shipment Record to the waste site owner or operator at the

time the waste is delivered to the waste disposal site. A copy of the Waste Shipment Record shall be provided to the engineer.

202.40.5 Removal of Buildings. Removal of buildings shall include all attached structures. Under no

circumstances shall the contractor burn, grind, pulverize or otherwise reduce any portion of the building into fine particles without prior approval from the engineer. Any buildings or portion thereof located on the parcel may be removed intact or substantially intact subject to the contractor's adherence to the following conditions:

202.40.5 1 Demolition of Walls. All exterior walls shall be removed to the level of existing adjacent ground,

streets, alleys or sidewalks. Interior walls shall be removed to the level of existing basement floors.

202.40.5 1.1 Where joint or party walls exist between two buildings that are not being demolished at the same

time, the part of wall or walls serving both buildings shall be removed with the demolition of the last structure. No demolition work shall damage or weaken walls or portions of walls serving adjacent buildings.

202.40.5 1.2 Remaining portions of party walls shall be left in sound condition with demolition terminating in

neat vertical and horizontal lines. Care shall be taken to ensure demolition without damage to roofs or other parts of adjoining buildings.

202.40.5 2 Removal of Flooring. Floor construction over basements, sub-basements or cellars, and all other

floors regardless of elevation, shall be removed. All existing wood and other material attached to concrete and masonry construction shall be removed.

202.40.5 3 Disposal of Debris. The contractor shall remove any debris resulting from demolition as work

progresses and dispose of the material in a licensed landfill.

202.40.5 4 Cooling Systems. Buildings to be demolished may have various cooling systems that contain freon

or other refrigerants. The contractor shall identify the type of refrigerant present in each system and properly recover the refrigerant prior to salvage or demolition of the cooling systems.

202.40.6 Removal of Appurtenances. Removal and disposal shall include all existing building appurtenances

on each parcel in the demolition and removal contracts from the right of way and within the limits of any construction easement outside the right of way, except those items designated to remain in place or to be removed under other items of work.

202.40.6 1 All elevated sidewalks, steps, retaining walls, basement and foundation walls, columns, footings,

concrete floors, cisterns, catch basins, uncontaminated storage tanks, manholes, signs, fences, bricks, stones, broken masonry, rubbish, debris and any other items not covered elsewhere in Sec 202 will be considered building appurtenances.

202.40.6 2 The plans may not show a complete list of all items to be removed. There may be an undetermined

number of basement or foundation walls, columns, footings or other improvements encountered. The contractor 109shall determine the extent of the work to be performed under this item.

202.40.7 Method of Measurement.

202.40.7 1 Final measurement of removal for ACM will be made to the nearest square foot or linear foot based

on the asbestos survey test report.

202.40.7 2 Measurement for demolition and removal of buildings and appurtenances will be considered a lump

sum unit per parcel.

202.40.8 Basis of Payment.

202.40.8 1 Payment for removal of ACM will be made for field-measured quantities as approved by the

engineer at the contract unit price. If additional suspect material tests positive for the presence of asbestos, payment will be made per the contract unit price. No direct payment will be made for recovering refrigerant.

202.40.8 2 Payment for demolition and removal of buildings and appurtenances will be made at the contract

lump sum unit price per parcel. SECTION 202.50 REMOVAL OF CONTAMINATED MATERIAL AND STORAGE TANKS.

202.50.1 Description. This work shall consist of removing and disposing of designated residual material,

pavement, pump islands, all storage tanks and piping; excavation and disposal of uncontaminated and contaminated soil as required; obtaining the necessary regulatory permits; backfilling the excavated areas with uncontaminated soil after clean up levels have been achieved; and any incidental work or material required to complete the job.

202.50.2 Schedule. The contractor shall submit a plan and schedule for demolition and removal of any

designated storage tanks on the parcel and shall obtain the engineer’s approval prior to starting work. The work shall be performed in accordance with the approved plan and schedule unless otherwise approved by the engineer.

202.50.3 Removal Requirements.

202.50.3 1 Site Inspection. The contractor shall inspect and become familiar with the proposed work site,

conditions and circumstances.

202.50.3 2 Conformance Requirements. Work shall be performed in accordance with industry recommended

practices, including the American Petroleum Institute (API) Recommended Practices, and MDNR Underground Storage Tanks (UST) Closure Guidance (Closure Guidance).

202.50.3 3 Groundwater Monitoring Wells. The contractor shall protect all existing groundwater monitoring

wells located within the area of underground storage tanks from damage and contamination, except for wells in an area of contaminated soil removal.

202.50.3 4 Tank Vapor Levels. Vapor levels in each tank shall be checked for explosive potential prior to

removing the tank or piping. Non-sparking tools shall be used for gaining access to the tank atmosphere in order to measure the vapor level. If the explosive level is above 20 percent of the lower explosive limit, flammable vapors shall be removed in accordance with methods outlined by API Recommended Practices until the 20 percent level is reached. The contractor shall purge vapors from a vent pipe. Gasoline tanks shall not be purged during adverse weather conditions where vapors could accumulate at ground level and cause a public health or fire hazard.

202.50.3 5 Tank Dewatering and Removal. The contractor shall notify the engineer prior dewatering and

removing storage tanks.

202.50.3 6 Residual Material. The contractor shall remove and dispose of all residual material in the tanks or

drums on the site identified as being a regulated quantity of hazardous waste material. All product, sludge, and water in contact with the interior of a petroleum UST will be presumed to be hazardous waste, unless sample test results reporting the requirements of the Toxicity Characteristic Final Rule prove otherwise. Hazardous 1 10waste material shall be transported by a hazardous waste transporter licensed in the State of Missouri and manifested as hazardous waste to a Resource Conservation and Recovery Act (RCRA) treatment, storage or disposal facility. The generator's copy of the manifest shall be submitted to the engineer. The material in tanks or drums identified as being non-hazardous shall be managed properly.

202.50.3 7 Tank Pit Surface Water. Tank pits on the site may contain contaminated surface water or

groundwater. The contractor shall remove, transport and dispose of all contaminated water from the tank pit at an appropriate treatment, storage or disposal facility.

202.50.3 8 Soil Excavation. Soil excavation shall be performed by the contractor to segregate contaminated soil

from uncontaminated soil. Contaminated soil shall be excavated to the limits directed by the engineer. The contractor shall use calibrated field instrumentation approved by the engineer to evaluate approximate levels of contamination remaining in the unexcavated soil.

202.50.3 9 Hauling and Disposal of Contaminated Soil. Contaminated soil shall be hauled from the site and

disposed of in a licensed landfill, or as directed by the engineer. Disposal of contaminated soil shall be in accordance with the Closure Guidance. The contractor shall provide the engineer with a copy of a completed MDNR form entitled Disposal of Soil Contaminated With Virgin Gasoline or Virgin Fuel Oil.

202.50.3 10 Use of Uncontaminated Soil. Uncontaminated soil may be reused as backfill at locations approved

by the engineer.

202.50.3 11 Water Accumulated in Excavation. If stormwater accumulates in the excavated area and requires

removal prior to backfilling, the contractor shall obtain an MDNR storm water discharge permit or approval to discharge accumulated water into a sewer system. Disposal of water removed from the excavated area will be at the contractor’s expense.

202.50.3 12 Sample Analysis. The contractor’s work will be regulated as follows:

202.50.3 13 Backfill. The contractor shall not begin backfilling operations until directed by the engineer.

202.50.3 14 Closure Report. The contractor shall provide copies of all necessary documentation for tank

cleaning and disposal, and soil, sludge and wastewater disposal to the engineer. Documentation shall be in accordance with the Closure Guidance and the Missouri Petroleum Storage Tank Insurance Fund. The engineer will prepare the underground storage tank closure report in accordance with the Closure Guidance.

202.50.4 Method of Measurement. Measurement of tank removal and disposal will be made per each; residual

hazardous material removal and disposal will be measured per gallon; tank pit surface water removal and disposal will be measured per 10 gallons; and hauling and disposing of contaminated soil will be measured per ton based on landfill weight tickets. Measurement of excavation and backfill will be made to the nearest cubic yard, measured from the actual excavation limits to the existing surrounding ground line. A deduction equal to the volume of the tanks removed will be made from the volume measured for payment of contaminated soil 1 1 1excavation when existing tanks are removed from within the limits of the sections measured for determining pay volumes of excavation.

202.50.5 Basis of Payment.

202.50.5 1 The accepted quantities for removal and disposal of storage tanks will be paid for at the contract unit

price per each.

202.50.5 2 The accepted quantity of hazardous residual material will be paid for at the contract unit price.

Payment will be considered full compensation for sampling and analysis, removal of the material, appropriate containerization and labeling, transportation and treatment or disposal. Payment will not be made until the engineer receives a Certification of Treatment or Disposal for all material from the RCRA treatment, storage or disposal facility.

202.50.5 3 The accepted quantity of tank pit surface water and groundwater removal and disposal will be paid

for at the contract unit price. Payment will be considered full compensation for all sampling and analysis, transportation, disposal fees, and processing of approvals.

202.50.5 4 The accepted quantity for excavation of contaminated soil will be paid for at the contract unit price.

202.50.5 5 The accepted quantity for hauling contaminated soil will be paid for at the contract unit price, based

on landfill weight tickets. Payment will be considered full compensation for removal from the site and transportation for treatment or disposal.

202.50.5 6 The accepted quantity for disposal of contaminated soil will be paid for at the contract unit price,

based on landfill weight tickets. Payment will be considered full compensation for all landfill fees and processing of landfill approvals.

202.50.5 7 The accepted quantity for backfill will be paid for at the contract unit price and will be considered

full compensation for material, transportation and compaction. SECTION 202.60 INDIVIDUAL WASTEWATER LAGOON CLOSURES.

202.60.1 Description. This work shall consist of dewatering, sludge removal or treatment, and grading of

individual residential wastewater lagoons as shown on the plans or as directed by the engineer.

202.60.2 Construction Requirements. The contractor shall notify the engineer at least 24 hours in advance of

the contractor’s intent to dewater by pumping and apply to a vegetated area approved by the engineer at a rate that will not cause runoff. Residual sludge remaining in the lagoon shall be mixed with soil on at least a one to one ratio. Lagoon berms shall be demolished and compacted over the lagoon bottom to the approximate density of the adjacent soil. The contractor shall provide material meeting the approval of the engineer to backfill the lagoon to the surrounding ground surface. Material required to backfill the lagoon will be considered incidental to the work. If material is available in the immediate vicinity of the lagoon, the engineer may authorize using on-site material. Disturbed areas shall be fertilized, seeded and mulched. All material pumped from the lagoon shall be properly disposed of at a sewage treatment facility unless otherwise directed by the engineer.

202.60.3 Method of Measurement. Measurement of individual residential wastewater lagoon closures will be

made per each.

202.60.4 Basis of Payment. The accepted quantity of residential wastewater lagoon closures will be paid for at

the contract unit price. Payment will be considered full compensation for removal, disposal of lagoon contents, required backfill material, seeding, fertilizing and mulching, permits, labor, equipment and material to complete the described work. 1 12SECTION 203 ROADWAY AND DRAINAGE EXCAVATION, EMBANKMENT AND COMPACTION 203.1 Description. This work shall consist of excavating, disposing of or compacting all material encountered within the limits of the work not being removed under some other item. This work shall be performed in accordance with the specifications and as shown on the plans, or directed by the engineer. All excavation will be classified as hereafter described. 203.2 Classification of Excavation. 203.2.1 Class A Excavation will consist of all roadway and drainage excavation not classified as Class C or Unclassified. Shale, fire clay, chert broken by intermittent clayey partings or clay seams (joint flint rock), stratified chert cemented with clay seams (hardpan), and plain or bituminous-bound bases or surface courses of macadam, gravel, broken stone or similar material will be considered as Class A Excavation, not Class C Excavation. 203.2.2 Class C Excavation will consist of the removal of stone, including sandstone or igneous formations, in ledges 6 inches thick or more. Laboratory analysis will be made, if necessary, to aid in the determination. A ledge will be considered to be a continuous deposit of rock that may or may not include thin, interbedded seams of soft material or shale. The vertical limits of each ledge will be determined by beds of soft material or shale greater than 24 inches thick. The beds of soft material or shale will be included in the measurement of Class A Excavation, unless the material falls within the vertical limits identified by Sec 203.8.2.3. Boulders or other detached stones, each having a volume of 2 1/2 cubic yards or more, will be considered Class C Excavation. 203.2.3 Unclassified Excavation will consist of the excavation of all material not classified within the contract. 203.3 Borrow. 203.3.1 Borrow will consist of approved material required for the construction of embankment or for other portions of the work, and shall be obtained either from borrow areas shown on the plans or from areas designated or approved by the engineer. The contractor shall notify the engineer sufficiently in advance of opening any borrow areas so the necessary cross sections or measurements may be taken. Borrow will be classified in the same manner as roadway excavation. 203.3.2 Borrow areas proposed by the contractor, other than those shown on the plans or designated by the engineer, may be approved, provided:

108.15 and will be handled in accordance with that section.

203.4.9 Excavated Material Stockpile. During the process of excavating cuts, the engineer may order specific excavated material placed in stockpiles in order to have suitable material available to complete the upper portion 1 16of embankments and to backfill portions of undergraded cuts. 203.4.10 Embankment Construction. Embankment construction shall consist of constructing roadway embankments, including preparation of the area upon which the embankment is to be placed, constructing dikes and berms, placing and compacting approved material within roadway areas where unsuitable material has been removed, and placing and compacting embankment material in holes, pits and other depressions within the roadway area. Only approved material free of trees, stumps, rubbish and any other deleterious material shall be used in the construction of embankments and backfills. Rocks, broken concrete or other solid material shall not be placed in embankment areas where piling is to be placed or driven. 203.4.10.1 Embankments requiring surcharges, restricted loading rates, embankment control stakes or pore pressure measurement devices shall be constructed to the design template progressively for the full height. Failure of embankments or embankment foundations, or damage to structures that occurs when the contractor fails to observe restricted loading rates, or fails to construct slopes initially to the design template shall be repaired as directed by the engineer at the contractor's expense. 203.4.10.2 Construction of embankments shall not be started on foundation soil or partially completed embankments having more than 0.2 foot of frozen soil, nor shall embankment be built of frozen material. Frozen soil layers in partially completed embankments shall be at least 18 inches apart. No material shall be placed on frozen soil layers encountered within 12 inches of the top of the proposed grading section. Frozen material on foundation soil or partially completed embankment not meeting the above requirements shall be removed before placing material for the embankment. The removal of frozen material from the foundation of an embankment or from any layer of the embankment and the replacement with satisfactory material shall be at the contractor’s expense. 203.4.11 Embankment on Hillsides or Against Existing Embankment. Where embankment is to be placed on hillsides or where new embankment is to be constructed against existing embankments, existing slopes steeper than six horizontal to one vertical measured at a right angle to the roadway shall be continuously benched in no less than 12-inch rises over those areas as required, as the work is brought up in layers. Benching shall be of sufficient width to permit placing and compacting operations. Each horizontal cut shall begin at the intersection of the ground line and the vertical side of the previous bench. Existing slopes shall also be stepped to prevent any wedging action of the embankment against structures. The material thus cut out or compacted along with the new embankment material will be at the contractor’s expense. 203.4.12 Scalping. Scalping shall be performed in accordance with Sec 201.2.3. Where an embankment less than 4 feet high is to be constructed, all sod and vegetative material shall be removed from the surface upon which the embankment is to be placed, and the cleared surface completely broken up by plowing, scarifying or stepping to a minimum depth of 6 inches . This area shall be compacted in the same manner as that required for the embankment placed on the area. Sod not requiring removal shall be thoroughly disked before construction of embankment. Where an embankment less than 3 feet high is to be constructed over a compacted road surface containing bituminous or granular material, the old road surface shall be scarified to a depth of at least 6 inches . This scarified material shall be recompacted. 203.4.13 Embankment Against Existing Structures. If embankment is deposited on one side only of abutments, wingwalls, piers or culvert headwalls, care shall be taken that the area immediately adjacent to the structure is not compacted to the extent that the compaction will cause overturning of or excessive pressure against the structure. Equipment of such weight as may cause damage to culverts or other structures will not be permitted to work over or immediately adjacent to such structures. The embankment adjacent to the end bent of a bridge shall not be placed higher behind than in front of end bents until the superstructure is in place. If embankment is to be placed on both sides of a concrete wall or box-type structure, operations shall be conducted such that the embankment is kept at approximately the same elevation on each side. 203.4.14 Surcharged Embankments. Surcharged embankments shall be built in accordance with the plans and shall remain in place for such time as in accordance with the contract. The requirements for placing and compacting will be waived on the surcharge material above the specified compacted area. 203.4.15 Excess or Unsuitable Material. All excess or unsuitable excavated material, including rock and boulders that cannot be used in embankments, may be placed on the sideslopes of the nearest embankment in a satisfactory manner or shall be disposed of off the right of way in areas secured by the contractor. The contractor shall be responsible for compliance with all federal, state and local laws in the disposal of excess or unsuitable 1 17material. Rock or boulders greater than 24 inches shall not be used routinely in constructing sideslope embankments. A distinct shoulder line shall be maintained by keeping all such waste material at least 24 inches below the finished shoulder elevation, and specific density control will not be required. 203.4.16 Placement of Embankment. Roadway embankment shall be placed in layers not exceeding 8 inches , an uncompacted measurement, and shall be compacted as specified before the next layer is placed. The layers shall be placed approximately parallel to both the proposed profile grade and to the finished roadbed. Effective spreading equipment shall be used on each lift to obtain uniform thickness prior to compacting. Continuous leveling and manipulating will be required during compacting operations. Construction equipment shall be routed uniformly over the entire surface of each layer. Occasional rocks and boulders greater than 24 inches shall be dispersed to allow for uniform compaction between them. 203.4.16.1 Occasional stones or rock fragments exceeding the thickness of the 8-inch layer shall be disposed of by being incorporated into the embankment outside the limits of the proposed surfaced traffic lanes. The thickness of the layer in these areas may be increased if necessary to accommodate the stones, but shall not exceed 12 inches, an uncompacted measurement. The stones or rock fragments shall be placed such that there is no nesting. 203.4.16.2 Lifts may be increased to a maximum of 12 inches , an uncompacted measurement, for berms, filling of old channels, waste or similar areas, and any roadway or approach for which a granular-type surface is proposed. These areas shall be compacted by uniformly distributing all equipment movements over the entire area, and specific density control will not be required. Compaction performed in these areas will be at the contractor’s expense. 203.4.17 Rock Embankment. If the excavated material consists predominantly of rock fragments of such a size that the material cannot be placed in layers of the prescribed thickness, such material shall be placed in the embankment in layers having a thickness of the approximate average size of the larger rocks but not exceeding 24 inches . Rocks or boulders too large to permit placing in a 24-inch layer shall be reduced in size as necessary to permit this placement. Rock shall not be dumped in place, but shall be distributed by blading or dozing in a manner to ensure proper placement in final position in the embankment. Construction equipment shall be routed uniformly over the entire surface of each layer. The spalls and smaller stone fragments shall be left on the surface of each layer as formed. 203.4.18 Rigid or Flexible Pavements. If the specified or proposed surfacing consists of a rigid or flexible-type pavement, the top consolidated rock layer for the full width between roadbed slopes shall be finished to the same limits as shown on the plans for undergrading in rock cuts. If rigid pavement is to be constructed without an aggregate base, the material requirements of Sec 203.4.4.2.1 (a) or (b) shall govern the construction of the area between the bottom of the pavement and the top of the top consolidated rock layer. Any embankment necessary outside the limits of the pavement shall be constructed of suitable earth or as otherwise specified in the contract. 203.5 Compaction of Embankment and Treatment of Cut Areas with Moisture and Density Control. AASHTO T 99, Method C, replacing any material retained on a 3/4-inch sieve, as provided therein, or MoDOT Test Method TM 40 will be used as the Standard Compaction Test for determining the moisture density relations of soils. The optimum moisture as determined by the Standard Compaction Test may be used as a guide in determining the proper moisture content at which each soil type should be compacted. Water shall be added or removed as necessary to permit obtaining the required density and moisture control. The field density of the embankment after compaction will be determined in accordance with AASHTO T 191 or T 205, using the total material or T 310, for wet density. The volume of the test hole may be reduced as necessary to accommodate available testing equipment. If nuclear density methods are used, moisture content will be determined in accordance with AASHTO T 239, except that a moisture correction factor will be determined for each soil in accordance with MoDOT Test Method TM 35. The calculated density obtained in a field density test will be compared with the maximum density as directed by the Standard Compaction Test to determine the percent of compaction attained. 203.5.1 Maximum Density Compaction Requirements. If payment of Compacting Embankment or Embankment in Place is specified as a contract pay item, compaction to at least 90 percent of maximum density, as determined by the Standard Compaction Test, will be required in the following areas: 1 18(a) All roadway embankments except as otherwise provided in the following sections: Secs 203.4.14, 203.4.15, 203.4.16.2, 203.5.3, 203.5.4, 203.5.5 and 203.5.7

204.10.1 Description. This work shall consist of installing settlement gauges for the purpose of obtaining

foundation settlement data during and following placement of embankment and surcharge construction. An estimated number of settlement gauges will be indicated in the contract. The exact number and locations will be determined by the engineer.

204.10.2 Material. A settlement gauge shall consist of the following:

204.10.3 Construction Requirements.

204.10.3 1 The first section of the 3/4-inch pipe shall be firmly attached to the plate. The distance from the top

of plate to the top of pipe will be accurately measured and recorded by the engineer.

204.10.3 2 An excavation, slightly larger than the plate, shall be made to a depth approximately 18 inches below

the natural ground surface. Care shall be exercised during excavation to ensure that the bottom of the pit is level and that the material at this location is undisturbed. The pit bottom shall be covered with a layer of Portland cement mortar, approximately 3 inches thick, and the plate bedded therein in such position that the riser pipe is vertical. After the mortar has set, the cover pipe, cut approximately 6 inches shorter, shall be slipped over and centered around the riser pipe. The backfill shall then be placed in 6-inch layers and thoroughly compacted. The contractor shall notify the engineer when the installation is complete. No embankment shall be placed around the gauge until the elevation of the top of the riser has been determined by the engineer.

204.10.3 3 Embankment material in the immediate vicinity of the settlement gauge pipe shall be placed and

compacted in accordance with Sec 726.3.4. When the elevation of the embankment reaches a level approximately one foot below the top of the cover pipe, the engineer shall be notified and the next section of riser pipe and cover pipe shall be installed in the engineer's presence. As the height of the embankment increases, this procedure shall be repeated until the embankment and surcharge is completed, and the pipe sections, both riser and cover, extend approximately 2 feet above the surface of the completed embankment and surcharge.

204.10.3 4 All necessary precautions shall be taken to keep the alignment of the riser pipe and cover pipe

maintained in a vertical position at all times. The contractor shall operate equipment such that the settlement gauges are not damaged or displaced. Protective barriers shall be erected when directed by the engineer. Settlement gauges shall be maintained in a satisfactory operating condition until after placement of the embankment and surcharge and until, in the judgment of the engineer, the settlement readings are no longer necessary. Any damaged gauges shall be repaired or replaced by and at the contractor's expense.

204.10.3 5 The engineer will obtain and record all measurements and elevations necessary for accurate

determination of settlement data during and after completion of embankment and surcharge.

204.10.4 Basis of Payment. Accepted settlement gauges, complete in place, will be paid for at the contract unit

price. No direct payment will be made for any devices required to protect the gauges. SECTION 204. 20 PORE PRESSURE MEASUREMENT DEVICES.

204.20.1 Description. This work shall consist of placing and maintaining pore pressure measurement devices as

shown on the plans for obtaining foundation pore pressure measurements during the placement of embankment. Pore pressure measurement devices, locations, elevations and limits of embankment subject to control by each device will be shown on the plans. 124204.20.2 Equipment. Pore pressure measuring devices shall consist of the following types:

204.20.2 1 The pneumatic transducer, jacketed tubing, and necessary pressurizing and gauging equipment for

Type A installations will be furnished by the Commission without cost to the contractor upon two weeks written notice preceding the date of installation. The balance of the material for the Type A installation shall be furnished by the contractor. All material for the Type B installation shall be furnished by the contractor, except for the electrical sounding device.

204.20.3 Construction Requirements.

204.20.3 1 The contractor shall be responsible for the installation, furnishing all incidental material, providing

all necessary protection of the installation, and replacement in the event of damage, including cost of any replacement equipment furnished by the Commission. In the event of damage to the installation, the engineer may require suspension of embankment construction in the controlled area until the contractor has restored the installation to satisfactory working order. No embankment may be placed until the installation is complete and tested to the satisfaction of the engineer.

204.20.3 2 A hole of no less than 5 inches or no more than 8 inches in diameter shall be drilled to Elevation “B”

as shown on the plans. If necessary, casing shall be used to prevent sloughing of material from the walls of the hole and contamination of the walls or bottom of the hole by sloughed material. The outer diameter of the casing shall be no smaller than the diameter of the hole. The casing shall have no externally coupled joints in the bottom 10 feet.

204.20.3 3 If casing is required, the hole shall be washed to the bottom with clean water circulated through the

bit until the discharge is clear. Clean sand shall then be poured into the hole to the approximate depth shown on the plans. The assembled pore pressure measurement device shall then be lowered to the device’s indicated position with care to avoid contamination with soil from the side of the hole, and additional sand shall be placed around the device to Elevation “A” as shown on the plans. During these steps, any casing shall be pulled ahead of the backfill in increments of 6 to 24 inches as necessary to prevent collapse or sloughing of the hole. The hole shall be maintained full of clean water during these steps to at least the elevation of the top of the sand chamber. The creation of pockets of soil, air or voids in the sand backfill shall be avoided.

204.20.3 4 After sand is placed to the specified elevation, the hole shall be backfilled with wetted, plastic

bentonite clay as the casing is withdrawn, for no less than 4 feet above the top of the sand filled chamber. If necessary, the clay shall be worked by hand into plastic balls to be dropped into the hole and tamped into a coherent mass. An acceptable alternate is the use of preformed dry bentonite pellets. In dry installation, dry granular bentonite may be tamped in place. The remainder of the hole shall be filled with a thick slurry of bentonite.

204.20.3 5 At natural ground level, or as otherwise directed by the engineer, four layers of 3/4-inch exterior

grade plywood, 4 x 4 feet , nailed and clinched together with rustproof nails, and with a 3-inch diameter hole cut at the center shall be centered over the installation after the ground is smoothed and leveled with sand. A closet flange or other suitable receptacle shall be securely fastened to the plywood over the 3-inch diameter hole to securely receive a 5-foot length of 3-inch iron or steel casing. Earth or sand shall be compacted about the casing in 6-inch lifts with care to avoid misalignment after the engineer has established the elevation of the plywood slab and the top of the casing.

204.20.3 6 Upon completion, each installation shall be tested. Type A installations shall be tested in accordance

with recommendations of the transducer manufacturer. Type B installations shall be tested by dropping a weighted line through the standpipe to check for possible obstructions. The standpipe shall then be filled with water and periodic readings made of the water level in the standpipe until the level of natural groundwater is reached. If less than a 70 percent drop in head is experienced in the first 24 hours, the standpipe shall be flushed 125and retested. Records of rate of head loss shall be kept for subsequent evaluation of possible time lags in the response of water levels to embankment placement.

204.20.3 7 The engineer may require the installation of additional pore pressure measurement devices, at the

contract unit price, within any area subject to control by such devices, at any time during construction of the embankment. The engineer will determine the type of device, location and elevation of additional installations. Any such additional pore pressure measurement devices shall govern the rate of construction in the same manner as the original devices. The reference pressure levels for additional devices shall be either that of the original devices or as determined from boreholes located outside the loaded area, as directed by the engineer.

204.20.4 Pore Pressure Measurements and Records.

204.20.4 1 The engineer will make and record all observations and measurements required to determine natural

ground water pressures and pore water pressures induced by embankment construction. The pressure of the natural ground water existing at the time of installation and prior to placement of any embankment will be used as a reference to determine pore pressures induced by subsequent embankment placement. The engineer may subsequently require borings outside the loaded area to facilitate observations to determine if the natural groundwater table has lowered due to seasonal or climatic variations. Such observations may be used to lower, but not raise, the initial reference groundwater pressure.

204.20.4 2 The engineer will make all records of groundwater and pore water pressures readily available to the

contractor for guidance in the planning of the contractor's work.

204.20.4 3 If foundation pore pressure, in excess of pressure from the natural water table, equals or exceeds 35

percent of the unit pressure of the embankment in place over the installation at any time, placement of embankment shall be immediately suspended. Construction shall not resume until such excess pressure declines to 25 percent of embankment pressure, unless otherwise authorized by the engineer.

204.20.4 4 After the embankment reaches an elevation equal to 60 percent of the maximum height, the

contractor shall control the rate of construction in such a manner that foundation pore pressure, in excess of pressure from the natural water table, will not exceed 35 percent of the unit pressure of the embankment in place over the installation at any time. An example of pressure relationships follows: Soil embankment with an average wet density of 125 pounds per cubic foot is equal to twice the unit weight of water. A foot of such embankment thus has a potential to create, at most, 2 feet of water rise in a standpipe, or a 0.87 psi increase in a Type A installation. The contractor shall anticipate the maximum possible effect of any load to be added. Type B installations may exhibit some time lag in rate of response to a pressure increment. Records of pore pressure response during placement of the first 60 percent of embankment height shall be examined for evidence of such lag. The time required for dissipation of head during testing will also be indicative of the rate of response.

204.20.4 5 When embankment has advanced to within approximately one foot of the top of the casing, the

casing and the 1/2-inch PVC pipe for the Type B installations, shall be advanced in 5-foot increments. No extension shall be made without the engineer's approval. PVC pipe extensions shall be made using solvent welded couplings exercising care to make smooth, squared cuts with all burrs removed, in accordance with recommendations of the pipe and solvent cement manufacturers. Pneumatic tubing leads used with Type A installations shall be long enough to permit extension, without connections, to the top of the embankment or surcharge. Excess tubing shall be stored in a steel container attached to the last casing extension as shown on the plans.

204.20.5 Settlement Records. The engineer will make and record all measurements and elevations necessary,

including elevations of the plywood plate and all casing extensions, for use in establishing a settlement record at the site of the pore pressure measurement device. The 3-inch outer steel casing will be used for this purpose. Care shall be taken to ensure the tightest possible coupling connections, using pipe wrenches, without rotating the bottom pipe. Settlement records obtained in this manner may be used to satisfy such settlement rate requirements as may be outlined in the contract.

204.20.6 Basis of Payment.

204.20.6 1 The contract unit price shall include all effects, impacts and cumulative impacts of possible restraints

inherent in the use of these devices upon the rate of construction. No additional compensation will be made for 126any impact, cumulative impacts, inefficiency or any costs incurred as a result of compliance with this requirement.

204.20.6 2 Accepted pore pressure measurement devices, complete in place, will be paid for at the contract unit

price per each. 127SECTION 205 MODIFIED SUBGRADE 205.1 Description. This work shall consist of modifying a subgrade to improve stability. This work shall be performed as specified in the contract, at the contractor’s option with concurrence from the engineer or at the direction of the engineer. 205.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as follows. 205.2.1 The modifying material shall be hydrated lime or other chemical material, a geogrid, a geotextile, or other material approved by the engineer. 205.2.1.1 If hydrated lime is used, the contractor shall furnish or require the supplier to furnish with each load certification that the product is in accordance with AASHTO M 216. 205.2.1.2 If chemical modifying material other than hydrated lime is used, the material and application plan shall be approved by the engineer prior to use. 205.2.2 If a geogrid or geotextile is used the product type and layout plan shall be approved by the engineer prior to use. 205.3 Construction Requirements. 205.3.1 Application. 205.3.1.1 If not directed by the engineer or specified in the contract, the contractor may determine the locations, amount of modifying material and depth of application, within the limits of this specification and subject to concurrence from the engineer. 205.3.1.2 Where performed, subgrade modification shall be done to all areas uniformly and laterally between outside shoulder points plus 18 inches on each side. When the chemically modified areas are stopped and started, there shall be a longitudinal transition zone at the rate of 30 feet per 6 inches of modified depth. The transition may be made by reducing modifying material or by mixing depth. 205.3.1.3 Chemical modifying material shall be spread in uniform and regular patterns. No material shall be applied if the material is being blown from the work area. 205.3.1.4 The application rate of the chemical modifying material shall be approved by the engineer. 205.3.2 Compaction. When chemically modified, the subgrade shall be uniformly mixed with the modifying material. Mixing and compaction shall continue until the subgrade is shown to have suitable compaction as demonstrated by the roller equipment. Density and moisture testing will ordinarily be waived for subgrade chemically modified under this specification, except that should compaction not be demonstrated to the engineer's satisfaction, the engineer reserves the right to run such tests as necessary to ensure density. When stabilized with a geogrid or geotextile, the subgrade will require recompaction to the specified density and moisture content only of it is disturbed by the goegrid or geotextile placement. 205.4 Method of Measurement. Measurement of modified subgrade will be made to the nearest square yard, including transition areas. Subgrade meeting all other requirements, suitable for the placing of base material and having modifying material incorporated as specified herein, will be paid for at the contract unit price per square yard except as noted herein. 205.5 Basis of Payment. 205.5.1 If included in the contract, payment for modified subgrade will be made per square yard of modified subgrade at the contract unit price. No direct payment will be made for the required modifying material. 205.5.2 If performed at the option of the contractor, payment for modified subgrade will be made at the invoiced material cost from the supplier, and no reimbursement will be made for incorporation or for processing. 128205.5.3 If modified subgrade is not included in the contract and is directed by the engineer, payment will be made in accordance with Sec 104.3. 205.5.4 Reimbursement for transition areas will be made at the contract unit price per square yard for 1/2 the area of the transition. 205.5.5 Reimbursement will be limited to modified areas, the width of the pavement and shoulders, plus 18 inches on each side. 205.5.6 Only one payment for modified subgrade will be made for any area, regardless of the depth of stabilized material, number of applications or other circumstances. 129SECTION 206 EXCAVATION FOR STRUCTURES 206.1 Description. This work shall consist of the necessary excavation for the foundations of all structures, removal and disposal of all excavated material, backfilling around the completed structures, and all related work. 206.1.1 All removal work that might endanger the new structure shall be completed before any work on the new structure is started. Partial removals of any structure or adjustments to any utility shall be made with care to preserve the value of the retained portions. Work around any live utility shall be done in such a manner that uninterrupted service is maintained. 206.1.2 Excavated material that is unsuitable for backfill and embankments, and excess material not required for either, shall be disposed of. Excavated material shall not be dumped into the channel of a stream. 206.2 Depth of Excavation. The elevation of the bottoms of footings as shown on the plans shall be considered an approximate elevation, and the engineer by written order may make changes in plan elevations and dimensions of footings as necessary to secure a satisfactory foundation. 206.3 Foundation Stabilization and Tests. 206.3.1 The contractor shall furnish and place sand, rock, gravel or other suitable granular backfill material to replace unsuitable material encountered below box culvert slabs or below the foundation elevation of the structures. 206.3.2 The contractor shall stabilize suitable foundation material or form the bottom of pile footings, if necessary to obtain a stable foundation. The contractor shall assist in driving sounding rods or shall drill test holes to permit an adequate inspection of the foundation subgrade. The depth of the excavation, the character of the material and the condition of the foundation shall be approved by the engineer before any concrete is placed in the footing. 206.4 Construction Requirements. 206.4.1 Foundation Excavation Protection. Methods shall be used in excavating for foundations of structures that will ensure maintaining the stability of the material adjacent to the excavation. Sheeting, cribbing, timbering or bracing shall be placed by the contractor where indicated on the plans and wherever considered necessary. The contractor shall ensure the adequacy of all sheeting, cribbing, timbering or bracing used. 206.4.2 Foundation Key. Foundations for structures and retaining walls shall be free of loose material, and the footing shall be placed on undisturbed material. Footings shall be keyed no less than 6 inches into rock (limestone, dolomite or other suitable material with qu ≥ 100 ksf), and no less than 18 inches into weak rock (shale or other suitable material with 5 ksf ≤ qu ≤ 100 ksf)other suitable material specified for spread footings. Excavation in rock or weak rock for the key shall be made as near as practical to the size of the footing, or of the key, as shown on the plans. When placing the footing, the key portion shall be cast against the vertical, undisturbed face of the rock or weak rock. If side forms are necessary for footings, the forms shall be removed approximately 24 hours after placing the concrete, and the excavation immediately backfilled to the top of the footing. All cavities or crevices shall be cleaned out and filled with concrete in accordance with Sec 703.3.3.9, or spanned with a reinforced concrete beam, as directed by the engineer. 206.4.3 Foundation Subgrade. Care shall be taken to avoid disturbing the material below the bottom of the footings where the structure is founded on material other than rock, and final removal to grade shall not be made until just prior to placing concrete. Where foundation piles are required, the excavation of each pit shall be completed before the piles are driven, and after the driving is completed, all loose and displaced material shall be removed. 206.4.4 Culverts on Rock. If rock is encountered under a portion of the bottom slab of a concrete box-type structure, the rock shall be removed to at least 6 inches below the bottom of the slab and curtain walls, and backfilled with material similar to that under the remainder of the structure. 130206.4.5 Footing Construction. Concrete footings for structures shall be placed on foundation material that is reasonably dry in the judgment of the engineer. The contractor shall perform all draining, bailing or pumping operations, drive any sheeting, and construct any cofferdams or cribs necessary to obtain this condition. Pumping from the interior of any foundation enclosure shall be done in a manner to preclude the possibility of the movement of water, or other fluids or semi-fluids, through any fresh concrete. If necessary, the footing form shall be made watertight and shall be sealed around the bottom, and all pumping done between the footing form and the wall of the enclosure. 206.4.6 Footing Drainage. All holes, pits or sumps resulting from excavating operations shall be kept drained or pumped out until the completion of the work. No ponding of water around footings on other than rock will be permitted. 206.4.7 Cofferdams. In accordance with the contract, the contractor shall provide cofferdams, consisting of sheet piling, or the contractor may propose alternate methods for the construction of the bridge foundations. Alternate designs or methods may consist of, but are not limited to: the construction of cofferdams, seal courses, over excavation, well point systems, dewatering and drainage diversion. The method proposed by the contractor shall stay within the right of way limits provided in the contract. The interior dimensions of cofferdams shall provide sufficient clearance for the construction of forms, and ample room for a sump and for pumping outside the footing forms. Cofferdams that have been tilted or moved laterally during the process of sinking shall be corrected to provide the necessary clearance. Cofferdams shall be constructed to protect the work against damage from sudden rising waters and to prevent damage to the foundation by erosion. Cofferdams shall be removed after the completion of the substructure unit, unless specific authority is given for the cofferdam to remain in place. The contractor shall submit the proposed method of cofferdam construction to the engineer prior to beginning work. 206.4.8 Temporary Shoring. When temporary shoring is required by the contract documents, the contractor shall provide temporary shoring as needed, consisting of sheet piling or alternate methods for the construction of roadway fills, mechanically stabilized earth walls or structures. The contractor shall submit the proposed method of temporary shoring construction to the engineer prior to beginning work. 206.4.9 Seal Courses. Seal courses will be required if indicated on the plans or if conditions are encountered that, in the judgment of the engineer, render it impractical to dewater the foundation area. The dimensions of the seal course shall be adequate to seal the foundation area. Pumping will not be permitted while excavating, pile driving or placing the seal course, and not until, by determination of the engineer, the seal course has attained sufficient strength to withstand the hydrostatic pressure. If seal courses are shown on the plans, and the engineer determines that the footings may be satisfactorily placed without sealing, the contractor shall dewater any completed excavation for investigation purposes. The seal course designs shown on the plans are based on the use of sheet piling in construction of the cofferdams at the indicated water elevations. If the contractor’s proposed alternate method includes cofferdams that are to be constructed with seal courses, the contractor shall prepare construction plans that are properly designed for the site conditions and water elevations that may be encountered during footing construction. These plans shall be signed and sealed by a professional engineer licensed in the State of Missouri and shall be provided to the engineer for review a minimum of two weeks prior to the beginning of actual footing construction. The contractor is responsible for the safety and performance of the contractor’s proposed system. 206.4.10 Backfill. Backfill material shall be free from large or frozen lumps, wood or other extraneous material. All spaces excavated and not occupied by the new structure or by porous backfill shall be refilled with earth to the original ground surface or to the finished ground lines shown on the plans. The backfill at end bents, walls or other units that fall within the limits of the roadbed shall be placed in successive 6-inch layers and compacted to the same density required for the adjacent roadbed. Dry footings at interior bents shall be backfilled and compacted to no less than the density of the adjacent undisturbed material. Precautions shall be taken to prevent any wedging action against the masonry. The slope bounding the excavation, if steeper than 6:1 shall be stepped or serrated. Backfill placed around culverts and piers shall be kept at approximately the same elevation on opposing sides. Drains consisting of 5 cubic feet of coarse aggregate shall be placed at weep holes, except where porous backfill is required. Backfill material shall not be placed against end bents of bridges, on sides of box culverts or behind retaining walls until the concrete has attained the strength specified in Sec 703.3.2.13. Backfill material shall not be placed higher behind than in front of end bents until the superstructure, including the bridge deck, is in place. Until the grade is in place, drainage shall be maintained away from the end bent backwall by constructing a 6:1 or steeper slope away from the backwall for a minimum distance of 3 feet and by providing a lateral path for all water to flow off the roadbed section. 131206.4.11 Porous Backfill. Porous backfill, in accordance with Sec 1009, shall be placed behind abutments, wings and retaining walls where specified and shown on the plans. Porous backfill shall be placed and consolidated in successive 12-inch layers such that the porous backfill will not become mixed with other backfill material. 206.4.12 Flowable Backfill. Flowable backfill will be required when indicated on the plans. The contractor may, with approval from the engineer, use flowable backfill as an alternate to compacted backfill for structures, pipes or utility cuts. Flowable backfill intended for any other use by the contractor shall also be approved by the engineer. Flowable backfill shall not be used to surround drainage systems such as vertical drains or edge drains. Flowable backfill shall be in accordance with Sec 621. 206.4.13 Excavation Classification. Unless otherwise shown on the plans, excavation for structures will be classified as Class 1 Excavation, Class 1 Excavation in Rock, Class 2 Excavation, Class 2 Excavation in Rock, Class 3 Excavation, Class 3 Excavation in Rock, Class 4 Excavation and Class 4 Excavation in Rock. In general, Class 1 Excavation and Class 2 Excavation will apply to excavation for bridges and large retaining walls. Class 3 Excavation will apply to excavation for pipe culvert installations, utilities, retrofit pipe culverts, drop inlets, and manholes. Class 4 Excavation will apply to excavation for box culverts, small retaining walls and other miscellaneous structures. Class 1 Excavation will include all excavation above a specified elevation indicated on the plans while Class 2 Excavation will include all excavation below this specified elevation. The classification of excavation for all structures will be shown on the plans. 206.4.14 Culvert Cleanout. When cleanout of a culvert is specified, all silt, trash, rocks, broken concrete and any other debris shall be removed for the entire limits such that flow in the culvert is restored to full capacity. If a manual inspection cannot easily be made due to bends in the culvert, or excessive length, the contractor shall provide the engineer with a video inspection recording in accordance with Sec 724.3.4. 206.5 Method of Measurement. 206.5.1 Measurement of Class 1 and Class 2 Excavation will be made to the nearest 1/2 cubic yard for each structure of that volume of material actually removed from within the limits established in this section. The volume measured will be limited by vertical planes 18 inches outside of and parallel with the neat lines of footings, tie beams or overhangs of structures classed as bridges or retaining walls. The upper limits of the volume measured will be the existing ground line or the lower limits of the roadway, drainage or channel excavation, including any allowable overbreak, whichever is lower. Where roadway spill fills are required to be placed and compacted before driving piles or before constructing bridge substructure units, any required additional excavation for the substructure units will be measured from the spill slope. For stream crossings, the measured volume will not include water, but will include mud, muck and other semi-solids. The lower limits of the volume measured will be the bottom of the footings, bottom of seal courses, or 18 inches below the bottom of tie beams and overhangs. Excavation for columns above drilled shafts will be Class 1 Excavation, with measurement made of the volume of material actually removed above the top of the drilled shaft. The volume measured will not exceed that of a cylinder having a diameter 36 inches greater than that of the column above the drilled shaft. No measurement will be made of the material excavated for the drilled shaft below the bottom of the column. 206.5.2 Final measurement of Class 3 Excavation for pipe culverts, utilities, retrofit pipe culverts, drop inlets or manholes will not be made unless there is an authorized change from plan location resulting in a different quantity or there is an authorized change averaging more than 6 inches in the foundation elevation. If a revision is made or an appreciable error is found in the contract quantity, the revision or correction will be computed and added to or deducted from the contract quantity. Measurement of Class 3 Excavation will be made to the nearest cubic yard for each structure of that volume of material actually removed from within the area bounded by vertical planes 18 inches outside of the outer walls of the structure. The upper limits of the volume measured, will be the existing ground line, or the lower limits of the roadway excavation, whichever is lower. The lower limits of the volume measured will include excavation necessary for pipe bedding. 206.5.3 Measurement of Class 4 Excavation for box culverts classified as bridges will be made to the nearest cubic yard for each structure of that volume of material actually removed from within the area bounded by vertical planes 18 inches outside of the outer walls of box culverts with bottom slabs. The upper limits of the volume measured will be the existing ground line, or the lower limits of the roadway excavation, whichever is lower. Class 4 Excavation under embankments and in channel changes will be measured from the original 132ground surface unless otherwise designated on the plans. For box culverts without bottom slabs, measurement will be made as above except no material below plan flow line will be included that is outside of the area bounded by vertical planes 18 inches each side of and parallel with the neat lines of the walls or footings. Final measurement of Class 4 Excavation for box culverts not classified as bridges, small retaining walls and miscellaneous structures will not be made unless there is an authorized change from plan location resulting in a different quantity or there is an authorized change averaging more than 6 inches in the foundation elevation. If a revision is made or an appreciable error is found in the contract quantity, the revision or correction will be computed and added to or deducted from the contract quantity. Excavation classification will not change if a substitution of a drainage structure type is approved. 206.5.4 Where concrete in footings or walls is cast against the vertical faces of the excavation, the neat lines of the concrete footings will be considered the limits of excavation for that depth in which the concrete is in contact with the excavation, and no measurement will be made of any excavation or overbreak beyond the neat footing lines. 206.5.5 Final measurement of the porous backfill will not be made except for authorized changes during construction, or where appreciable errors are found in the contract quantity. Where required, the volume of porous backfill will be computed to the nearest cubic yard at each structure from dimensions on the plans. Any porous backfill material placed outside the neat lines shown on the plans shall be placed at the contractor's expense. The revision or correction will be computed and added to or deducted from the contract quantity. 206.6 Basis of Payment. 206.6.1 Payment for additional Class 1 and Class 2 Excavation required to carry footings a maximum of 8 feet below elevations shown on the plans will be made at 125 percent of the contract unit price for that additional excavation within the limits of Class 1, and at 150 percent of the contract unit price for that additional excavation within the limits of Class 2 Excavation. Additional excavation required to carry footings a depth of more than 8 feet below plan elevations will be considered changes in the work, and will be paid for in accordance with Sec 104.3. 206.6.2 Payment for drilling test holes for foundation tests will be made per foot of hole drilled at the fixed contract unit price specified in Sec 109. 206.6.3 Payment will not be made for removal or replacement of foundation material that became unsuitable because of improper methods of construction by the contractor. Payment for removal of inherently unsound material for foundation stabilization will be made at the contract unit price for excavation for structures. No payment will be made for any costs involved in replacing the volume below the foundations, except that the contractor will be reimbursed for the delivered cost of the granular backfill when directed by the engineer. 206.6.3.1 If Class C Excavation material, as defined in Sec 203, is encountered in Class 1 Excavation, and no pay item for Class 1 Excavation in Rock is included in the contract, payment for that material will be made per cubic yard at the fixed contract unit price specified in Sec 109. 206.6.3.2 If Class C Excavation material, as defined in Sec 203, is encountered in Class 2 Excavation and no pay item for Class 2 Excavation in Rock is included in the contract, payment for that material will be made per cubic yard at the fixed contract unit price specified in Sec 109. 206.6.3.3 If Class C Excavation material, as defined in Sec 203, is encountered in Class 3 Excavation and no pay item for Class 3 Excavation in Rock is included in the contract, payment for that material will be made per cubic yard at the fixed contract unit price specified in Sec 109. 206.6.3.4 If Class C Excavation material, as defined in Sec 203, is encountered in Class 4 Excavation and no pay item for Class 4 Excavation in Rock is included in the contract, payment for that material will be made per cubic yard at the fixed unit price specified in Sec 109. 206.6.4 No direct payment will be made for placing porous backfill at weepholes in accordance with Sec 206.4.11, or for backfilling the structure. 133206.6.5 The accepted quantities of excavation for structures and porous backfill will be paid for at the contract unit price for each of the pay items included in the contract. 206.6.6 All costs for furnishing material, labor or equipment, construction, dewatering, drainage, and any other incidental work necessary to complete cofferdam construction; and subsequent removal of any cofferdams, berms, diversions, and any other features constructed for cofferdams as identified by the engineer will be considered completely covered in the contract unit price per lump sum per bent, regardless of construction method. Payment for Class 1 Excavation and/or Class 2 Excavation will be limited to the volume defined in Sec 206.5. No additional payment for excavation will be made for a contractor proposed method of cofferdam construction. 206.6.7 All costs for furnishing material, labor, equipment, construction, drainage and other incidental work necessary to complete temporary shoring construction; and subsequent removal of any temporary shoring, berms, diversions, and any other features as identified by the engineer will be considered completely covered in the contract unit price per lump sum regardless of construction method. 206.6.8 No direct payment will be made for removing existing structures within the limits of excavation for structures. Existing headwalls or culvert concrete to be removed will be paid for as removal of improvements for roadway culverts or partial removal of culvert concrete for bridge culverts. 206.6.9 Payment for seal courses other than those on the plans will be made only with written authorization from the engineer. 206.6.10 Any material excavated in cleaning out culverts will be paid for at the contract unit price per each structure. However, only the initial excavation will be paid for, and any subsequent cleaning required prior to final acceptance shall be done at the contractor's expense. No additional payment will be made for the video inspection, when required. 134SECTION 207 LINEAR GRADING 207.1 Description. This work shall consist of grading work necessary to bring the roadway to the required grade and cross section within reasonable tolerances. The work shall also include the following:

216.10.1 Description. This work shall consist of removing and disposing of existing bridge structures as shown

on the plans or as directed by the engineer.

216.10.2 Removal Requirements. The entire structure, including all substructure units, shall be removed to an

elevation 2 feet below the finished ground line or streambed. Any portion of an existing structure below the ground line that interferes with the construction of the new structure shall be removed. Existing structures used for handling temporary traffic shall not be removed until the replacement structure is open to traffic. Notification of demolition shall be made in accordance with Sec 202.40.1.1.

216.10.3 Method of Measurement. No measurement will be made for removal of bridges.

216.10.4 Basis of Payment. Removal of bridges will be paid for at the contract lump sum price.

SECTION 216.20 SCARIFICATION OF BRIDGE DECK.

216.20.1 Description. This work shall consist of scarifying the bridge deck to the depth shown on the plans or

as directed by the engineer.

216.20.2 Removal Requirements. The bridge deck shall be uniformly scarified to the depth as shown on the

plans. Excessive tearing of the deck surface shall require immediate correction. Over areas of half-sole repair and full depth repair, the scarified removal depth may be coincidental with the repair removal operation. The scarification shall produce a very rough texture that is acceptable to the engineer as a bondable surface for the new concrete wearing surface or as a starting profile for total surface hydro demolition. The scarifying process shall not produce a polished or slick surface. Any epoxy patches encountered shall be completely removed to sound, natural concrete.

216.20.3 Method of Measurement. Final measurement of scarification of bridge deck will not be made except

for authorized changes during construction or where appreciable errors are found in the contract quantity. Where required, scarification of bridge deck will be measured to the nearest square yard based on measurement longitudinally from end of slab to end of slab and transversely from roadway face of curb to roadway face of curb. The revision or correction will be computed and added to or deducted from the contract quantity.

216.20.4 Basis of Payment. Scarification of bridge deck will be paid for at the contract unit price.

SECTION 216.30 SEAL COAT AND WEARING SURFACE REMOVAL.

216.30.1 Description. This work shall consist of the complete removal and disposal of the unbonded seal coat,

bonded seal coat, polymer wearing surface, asphalt wearing surface and concrete wearing surface from the bridge deck as shown on the plans or as directed by the engineer.

216.30.2 Removal Requirements.

216.30.2 1 All material and residue shall be removed. Staining will be permitted. The equipment and procedures

used for removal shall be such that no damage will be done to the existing concrete deck. Any epoxy patches encountered shall be completely removed to sound, natural concrete. Excessive tearing of the deck surface shall require immediate correction.

216.30.2 1.1 When a concrete or asphalt wearing surface is to be installed, prior to the removal of the wearing

surface, the contractor shall determine an average depth of the existing wearing surface with sufficient examination at multiple locations to permit an accurate determination of any required supplementary wearing surface material for the new wearing surface.

216.30.2 2 When a concrete wearing surface is to be installed, the removal of the wearing surface plus the

amount of deck as shown on the plans or to the adjusted depth described in Sec 216.30.2.2.1 shall produce a very rough texture that is acceptable to the engineer as a bondable surface for the new concrete wearing surface 144or as a starting profile for total surface hydro demolition. The removal process shall not produce a polished or slick surface.

216.30.2 2.1 Prior to removal of the wearing surface, the contractor shall verify the depth of the top mat of

reinforcing steel within the deck. The cold milling depth shall be reduced to avoid damage to the reinforcing steel. Any reinforcing steel damaged by the milling operation shall be repaired or replaced at the contractor’s expense.

216.30.3 Method of Measurement.

216.30.3 1 Final measurement of the removal of seal coat or wearing surface will not be made, except for

authorized changes during construction or where appreciable errors are found in the contract quantity. Where required, removal of bonded seal coat, polymer wearing surface, asphalt wearing surface and concrete wearing surface will be measured to the nearest square foot based on measurement longitudinally from end of slab to end of slab and transversely from roadway face of curb to roadway face of curb. The revision or correction will be computed and added to or deducted from the contract quantity. No measurement will be made for removal of unbonded seal coat.

216.30.4 Basis of Payment.

216.30.4 1 The accepted quantities of the removal of seal coat or wearing surface will be paid for at the contract

unit price, except that all costs incurred by the contractor while removing the unbonded seal coat will be considered completely covered in the contract unit price for other items. SECTION 216.40 REMOVAL AND STORAGE OF EXISTING BRIDGE RAIL.

216.40.1 Description. This work shall consist of disassembling, removing, transporting and storing existing

bridge rails at the location specified in the contract documents or as directed by the engineer.

216.40.2 Storage Requirements. Storage shall be by stacking in a neat and orderly manner on contractor

furnished timbers. The contractor shall notify and make arrangements with the engineer a minimum of 24 hours prior to commencing the storage of these materials. The contractor shall be responsible for damage to or loss of any part, including necessary repair or replacement, until storage has been acceptably completed.

216.40.3 Method of Measurement. Final measurement of the removal and storage of existing bridge rail will

not be made except for authorized changes during construction or where appreciable errors are found in the contract quantity. Where required, removal and storage of existing bridge rail will be measured to the nearest linear foot from end of rail to end of rail. The revision or correction will be computed and added to or deducted from the contract quantity.

216.40.4 Basis of Payment. Removal and storage of existing bridge rail will be paid for at the contract unit

price. SECTION 216.50 REMOVAL OF EXISTING BRIDGE DECK.

216.50.1 Description. This work shall consist of removing and disposing of existing bridge rails, curbs, slab,

expansion devices and any other items necessary to reconstruct the bridge deck as shown on the plans or as directed by the engineer.

216.50.2 Removal Requirements.

216.50.2 1 The existing bridge deck shall be removed by methods such that the girders, stringers or floor beams

that are to remain in place are not damaged. Any damage to the girders, stringers and floor beams resulting from the contractor’s operations shall be repaired or replaced as directed by the engineer, at the contractor’s expense. Notification of demolition shall be made in accordance with Sec 202.40.1.1.

216.50.2 2 The contact surfaces of all existing structural steel, including any shear connectors, exposed by

removal of the bridge deck shall be cleaned, including the removal of stratified rust, with a minimum of SSPC- SP-3 surface preparation. Any tightly adhered concrete remaining after the surface preparation may be left in place. The area, including the welded connection between the shear connector and the top flange, shall be coated 145with one coat of gray epoxy-mastic primer (non-aluminum) in accordance with Sec 1081 to produce a dry film thickness of no less than 3 mils. SSPC Certified Contractor QP qualification will not be required for the coating of the top flanges prior to placement of the new concrete deck. Overspray on other areas of the shear connector will be considered acceptable. The gray epoxy-mastic primer (non-aluminum) shall be compatible with concrete.

216.50.3 Method of Measurement. Final measurement of removal of existing bridge deck will not be made

except for authorized changes during construction or where appreciable errors are found in the contract quantity. Where required, removal of existing bridge deck will be measured to the nearest square foot based on measurement longitudinally from end of slab to end of slab and transversely from out to out of the bridge deck. The revision or correction will be computed and added to or deducted from the contract quantity.

216.50.4 Basis of Payment. Removal of existing bridge deck will be paid for at the contract unit price.

SECTION 216.60 PARTIAL REMOVAL OF EXISTING BRIDGE DECK.

216.60.1 Description. This work shall consist of removing and disposing of the existing curbs, rails, slab and

any other items necessary to reconstruct the bridge deck as shown on the plans or as directed by the engineer.

216.60.2 Removal Requirements.

216.60.2 1 Concrete shall be removed by conventional hand/mechanical equipment in accordance with Sec 704.

A removal line shall be established with the joint sawed to a depth of one inch with a vertical face. In no case shall existing reinforcement be cut or damaged by the sawing operation.

216.60.2 2 The existing reinforcing steel shall be stripped, cleaned, straightened and extended into or utilized in

the new concrete as shown on the plans. Care shall be taken to prevent damage to the reinforcement or the reinforcement bond to the concrete. If any reinforcement is damaged or deteriorated, the engineer shall be notified. Cut or broken bars or bars having 10 percent or more cross sectional area lost shall be spliced 24 diameters on each side of the damage.

216.60.2 3 The existing bridge deck shall be removed by methods such that the girders, stringers and floor

beams that are to remain in place are not damaged. Any damage to the girders, stringers and floor beams resulting from the contractor’s operations shall be repaired or replaced as directed by the engineer at the contractor’s expense.

216.60.2 4 The contact surfaces of all existing structural steel, including any shear connectors, exposed by

partial removal of the bridge deck shall be cleaned and coated in accordance with Sec 216.50.2.2.

216.60.3 Method of Measurement. Final measurement of the partial removal of existing bridge deck will not

be made except for authorized changes during construction or where appreciable errors are found in the contact quantity. Where required, partial removal of existing bridge deck will be measured to the nearest square foot based on measurement longitudinally from end of slab to end of slab and transversely from outside edge of the existing slab to the line shown on bridge plans. The revision or correction will be computed and added to or deducted from the contract quantity.

216.60.4 Basis of Payment. Partial removal of existing bridge deck will be paid for at the contract unit price.

SECTION 216.70 PARTIAL REMOVAL OF CULVERT AND SUBSTRUCTURE CONCRETE.

216.70.1 Description. This work shall consist of removing and disposing of existing culvert wings and slab or

substructure concrete as shown on the plans or as directed by the engineer.

216.70.2 Material. The qualified special mortar shall be in accordance with Sec 704.2.

216.70.3 Removal Requirements.

216.70.3 1 Any excavation required during the removal of concrete shall be backfilled after the new concrete is

poured and cured. Any part of the roadway that is removed or damaged and any part of the remaining structure 146damaged during the removal of the existing concrete shall be repaired or the material replaced, at the contractor’s expense, as directed by the engineer.

216.70.3 2 Concrete removal shall be in accordance with Sec 216.60.2.1. The concrete to be removed will not

be included in the excavation volume. Areas exposed by removal of concrete and not covered by new concrete shall be coated with a qualified special mortar.

216.70.3 3 Existing reinforcing steel utilized in the new concrete shall be prepared in accordance with Sec

216.60.2 2. Existing reinforcing steel not utilized in the new concrete shall be cut off one inch into the concrete.

Any holes outside the limits of new concrete shall be filled with a qualified special mortar.

216.70.4 Method of Measurement. No measurement will be made for partial removal of culvert and

substructure concrete.

216.70.5 Basis of Payment. Partial removal of culvert and substructure concrete will be paid for at the contract

lump sum price. SECTION 216.80 CURB REMOVAL.

216.80.1 Description. This work shall consist of removing and disposing of existing curbs, rails and end posts

as shown on the plans or as directed by the engineer.

216.80.2 Material. Qualified special mortar shall be in accordance with Sec 704.2.

216.80.3 Removal Requirements.

216.80.3 1 Concrete removal shall be in accordance with Sec 216.60.2.1. Areas exposed by removal of concrete

and not covered by new concrete shall be coated with a qualified special mortar.

216.80.3 2 Existing reinforcing steel utilized in the new concrete shall be prepared in accordance with Sec

216.60.2 2. Existing reinforcing steel not utilized in the new concrete and existing rail post bolts shall be cut off

one inch into the concrete. Any holes outside the limits of new concrete shall be filled with a qualified special mortar.

216.80.4 Method of Measurement. Final measurement of curb removal will not be made except for authorized

changes during construction or where appreciable errors are found in the contract quantity. Where required, curb removal will be measured to the nearest linear foot based on measurement from end of curb to end of curb. The revision or correction will be computed and added to or deducted from the contract quantity.

216.80.5 Basis of Payment. Curb removal will be paid for at the contract unit price.

SECTION 216.90 REMOVAL OF EXISTING EXPANSION JOINT AND ADJACENT CONCRETE.

216.90.1 Description. This work shall consist of any excavation, backfill, removal and disposal of the existing

expansion joint system, curb plates and adjacent concrete as shown on the plans or as directed by the engineer.

216.90.2 Material. Qualified special mortar shall be in accordance with Sec 704.2.

216.90.3 Removal Requirements.

216.90.3 1 Any excavation required during the removal of concrete shall be backfilled after the new concrete is

poured and cured. Any part of the roadway that is removed or damaged and any part of the remaining structure that is damaged during the removal of the existing concrete shall be repaired or the material replaced as directed by the engineer at the contractor’s expense.

216.90.3 2 Concrete removal shall be in accordance with Sec 216.60.2.1. The concrete to be removed will not

be included in the excavation volume. Areas exposed by removal of concrete and not covered by new concrete shall be coated with a qualified special mortar. 147216.90.3.3 Existing reinforcing steel utilized in the new concrete shall be prepared in accordance with Sec

216.60.2 2. Existing reinforcing steel not utilized in the new concrete shall be cut off one inch into the concrete.

Any holes outside the limits of new concrete shall be filled with a qualified special mortar. Any reinforcement that interferes with the installation of the new expansion joint system shall be called to the attention of the engineer and may be shifted, cut or removed as directed by the engineer. Any reinforcing steel removed that was to remain in place shall be replaced with bars of like size and shape, Grade 60, in accordance with Sec 706 or Sec 710 and spliced 24 bar diameters as directed by the engineer.

216.90.3 4 The contact surfaces of all existing structural steel exposed by removal of the existing expansion

joints and adjacent concrete shall be cleaned and coated in accordance with Sec 216.50.2.2.

216.90.4 Method of Measurement. Final measurement of the removal of existing expansion joint and adjacent

concrete will not be made except for authorized changes during construction or where appreciable errors are found in the contract quantity. Where required, removal of existing expansion joint and adjacent concrete will be measured to the nearest linear foot based on measurement from roadway face of curb to roadway face of curb along centerline of the existing joint. The revision or correction will be computed and added to or deducted from the contract quantity. Portions of the joint extending past the roadway face of curbs will not be measured for payment.

216.90.5 Basis of Payment. Removal of existing expansion joint and adjacent concrete will be paid for at the

contract unit price for each of the items included in the contract. SECTION 216.100 REMOVAL OF EXISTING EXPANSION JOINT SEAL OR SEALANT. 216.100.1 Description. This work shall consist of removing and disposing of existing expansion joint seals or sealant, curb plates and any partial removal of concrete as shown on the plans or as directed by the engineer. 216.100.2 Material. Qualified special mortar shall be in accordance with Sec 704.2. 216.100.3 Removal Requirements. 216.100.3.1 Concrete removal shall be in accordance with Sec 216.60.2.1. Areas exposed by removal of concrete and not covered by new concrete shall be coated with a qualified special mortar. Any damage to the remaining structure resulting from the contractor’s operations shall be repaired or replaced, at the contractor’s expense, as directed by the engineer. 216.100.3.2 Existing reinforcing steel utilized in the new concrete shall be in accordance with Sec 216.60.2.2. Existing reinforcing steel not utilized in the new concrete shall be cut off one inch into the concrete. Any holes outside the limits of new concrete shall be filled with a qualified special mortar. Any reinforcement that interferes with the installation of the new expansion joint seal or sealant shall be called to the attention of the engineer and may be shifted, cut or removed as directed by the engineer. Any reinforcing steel removed that is to remain in place shall be replaced with bars of like size and shape being Grade 60. 216.100.4 Method of Measurement. Final measurement of removal of existing expansion joint seal or sealant will not be made except for authorized changes during construction or where appreciable errors are found in the contract quantity. Where required, removal of the existing expansion joint seal and sealant will be measured to the nearest linear foot based on measurement from roadway face of curb to roadway face of curb along centerline of the existing joint. The revision or correction will be computed and added to or deducted from the contract quantity. Portions of the joint extending past the roadway face of curbs will not be measured for payment. 216.100.5 Basis of Payment. Removal of existing expansion joint seal or sealant will be paid for at the contract unit price. SECTION 216.110 TOTAL SURFACE HYDRO DEMOLITION. 216.110.1 Description. This work shall consist of removal of all existing deck repairs followed by the selective removal of all unsound original concrete over the entire top surface of the bridge deck, and establishment of a highly rough and bondable surface, with a single pass of hydro demolition equipment. Existing deck repairs are defined as any sound or unsound repairs previously made to the original deck. Unsound original concrete is 148defined as existing bridge deck concrete that is deteriorated, spalled or as determined by the engineer to be unacceptable. 216.110.2 Material. Water used in the hydro demolition shall be in accordance with Sec 1070. 216.110.3 Removal and Repair Prior to Hydro Demolition. 216.110.3.1 Removal of Existing Deck Repair. 216.110.3.1.1 Following scarification of the deck or removal of an existing wearing surface and prior to hydro demolition, the entire deck surface shall be thoroughly cleaned by high pressure water blasting with sufficient pressure to remove all debris. After cleaning, all existing deck repairs will be measured by the engineer and marked for removal over the full deck. 216.110.3.1.2 For bridges without special repair zones, prior to hydro demolition, the contractor shall remove all sound and unsound existing deck repairs using conventional hand/mechanical equipment in accordance with Sec 704.4. 216.110.3.1.3 For bridges with special repair zones, following the completion of deck repair in all special repair zones and prior to hydro demolition, the contractor shall remove all sound and unsound existing deck repairs outside special repair zones using conventional hand/mechanical equipment in accordance with Sec 704.4. 216.110.3.1.4 Removal shall not include any unsound original bridge deck concrete. 216.110.3.1.5 Following removal of existing deck repairs, all debris shall be removed from the deck prior to hydro demolition, at no additional cost. 216.110.3.2 Zoned Conventional Deck Repair. 216.110.3.2.1 Prior to hydro demolition, the deck shall be repaired inside special repair zones as called for in the contract plans in accordance with Sec 704. 216.110.3.2.2 Hydro demolition shall not move forward until the repairs in all special repair zones are complete and properly cured. 216.110.4 Construction Requirements. 216.110.4.1 Environmental Compliance. 216.110.4.1.1 Prior to the start of any hydro demolition, the contractor shall submit to the engineer for review an Environmental Compliance Plan (ECP) that ensures compliance with all federal, state, and local environmental laws and regulations. The ECP shall include specific details of the contractor’s plan for containment, filtering, and disposal of water, slurry, and other debris, including all best management practices (BMPs) that the contractor plans to utilize to prevent environmental pollution and protect the waters of the state. 216.110.4.1.1.1 The ECP plan shall contain a pH control plan. Chronic toxicity limits of pH range from 2 to 12.5 standard pH units. For consideration of release of hydro-demolition wastewater within the right of way or off right of way with an approved waste disposal agreement, pH limits shall be adjusted to be between 6.5 and 9.0. The contractor shall be responsible for determining pH levels of the hydro-demolition wastewater and any adjustments necessary to comply with this requirement. Slurry water outside these limits shall be transported and disposed of in an approved water treatment facility. Any requirements necessary for compliance with water treatment facility regulations for disposal will be the responsibility of the contractor. 216.110.4.1.2 All drains, joints, and other locations where discharge water could exit the deck shall be blocked in order to direct runoff to a central collection and filtering location, as designed by the contractor. When runoff is allowed to be dispersed adjacent to the bridge, BMPs shall be utilized to contain and filter the slurry to prevent the discharge of slurry or other contaminants. 216.110.4.1.3 No direct payment will be made for compliance with this ECP, including, but not limited to, containment of the water and slurry, installing, maintaining, and removing the BMPs, filtering, and disposal of 149all waste materials. 216.110.4.2 Equipment. 216.110.4.2.1 General The hydro demolition process shall consist of a water supply system, a high pressure water pumping system, and a demolition type unit. The demolition unit shall be robotic, computerized, and self- propelled, utilizing a high pressure water jet stream that is capable of removing concrete to the desired depths specified with a single pass of the unit, including the selective removal of all unsound original concrete. It shall also be capable of cleaning rust and concrete particles from all exposed reinforcing steel. The resulting concrete surface profile shall be one that is highly rough and bondable. 216.110.4.2.1.1 The hydro demolition equipment shall provide shielding to ensure containment of all dislodged concrete within the removal area in order to protect the traveling public and work crew from flying debris on, adjacent to, and below the work site. 216.110.4.2.1.2 Vacuum equipment shall be utilized for clean-up of hydro demolition debris. This equipment shall be equipped with fugitive dust control devices and shall be capable of removing wet debris and standing water in the same pass. 216.110.4.2.2 Calibration The hydro demolition equipment shall be calibrated on a representative sample of sound deck concrete, as directed by the engineer. The calibration will demonstrate the ability to cut to the desired depth or depths, as indicated on the plans, in a single pass. The minimum allowable water pressure shall be 13,000 psi and the maximum water pressure shall not exceed 20,000 psi. The calibration shall accomplish the desired surface roughness, profile, and cutting depth as indicated on the contract plans. The equipment shall then be moved to an area of deteriorated deck, as directed by the engineer, in order to demonstrate the ability to remove all unsound original material. The equipment shall selectively remove all unsound original concrete, avoid the removal of unnecessary sound concrete, and provide a highly rough and bondable surface. 216.110.4.2.2.1 If the equipment does not demonstrate the ability to produce the desired result, as determined by the engineer, the equipment shall be removed from the project and the contractor shall provide other equipment for calibration. No additional contract time or compensation will be allowed for the mobilization of replacement equipment to the work site. 216.110.4.2.2.2 After the contractor has calibrated the equipment settings to the satisfaction of the engineer so that the equipment does selectively remove all unsound original concrete and provide a highly rough and bondable surface, without removing additional sound concrete, the calibration will be approved by the engineer and the contractor shall record the equipment settings as follows: Water Pressure Gauge Water Pressure Gauge Inside Special Repair Zonesª Machine Staging Control (Step) Machine Staging Control (Step) Inside Special Repair Zonesª Nozzle Size Nozzle Type Nozzle Travel Speed Water Usage Rate a Only applicable inside special repair zones on existing cast-in-place concrete box girder, solid slab and voided slab bridges. Not applicable for prestressed concrete or steel beam and girder bridges. 216.110.4.2.2.3 Calibration shall be required on each bridge and when different equipment is brought to the site for use. 216.110.4.3 Operation. 216.110.4.3.1 After calibration of the equipment, the contractor shall perform total surface hydro demolition over the entire surface of the bridge deck. 150216.110.4.3.1.1 For bridges without special repair zones, the settings shall be maintained throughout the operation, unless the desired results are not being attained, in which case re-calibration shall be performed. The engineer will periodically verify the calibration settings to ensure the desired results are being attained. 216.110.4.3.1.2 For bridges with special repair zones, two separate settings shall be maintained throughout the operation. One set of settings shall be maintained throughout the operation outside special repair zones unless the desired results are not being attained, in which case re-calibration shall be performed. Another set of settings shall be maintained throughout the operation inside special repair zones unless the desired results are not being attained, in which case re-calibration shall be performed. The engineer will periodically verify the calibration settings to ensure the desired results are being attained. 216.110.4.3.2 The operator shall minimize the overlap of the individual hydro demolition passes to limit the amount of sound concrete removal. 216.110.4.3.3 When the hydro demolition process is taking place above an area of concern, the contractor shall take measures to protect that area from hydro blasting through the deck, falling debris, water runoff, or any other action that the engineer considers a risk to public safety or a risk of property damage. An area of concern shall include vehicular traffic, boat traffic, pedestrian traffic, parking areas, private property, railroad property or any other area of concern as determined by the engineer. 216.110.4.3.4 Only those vehicles directly required to perform the hydro demolition work and clean-up, or corresponding wearing surface construction equipment, shall be allowed on the bridge deck. Contamination of the deck by construction equipment or any other source shall be prevented. 216.110.4.3.5 The contractor shall clean up the slurry and rubble from the hydro demolition operation as soon as possible following the hydro demolition process. This clean-up shall be completed prior to the drying of the slurry on the deck and reinforcing steel. The contractor shall utilize a vacuum collection type system capable of removing wet debris and water in a single operation. Following the cleaning, the surface shall be free of all debris, loose material, slurry, or cement paste. 216.110.4.4 Incidental Conventional Concrete Removals After Hydro Demolition. 216.110.4.4.1 After the deck has been cleaned and dried, and is free of frost, the engineer will visually inspect and perform a sounding test of the entire deck and identify any unsound original deck material that remains. 216.110.4.4.2 The contractor shall remove all identified unsound original deck material, as well as any areas on the deck that were inaccessible to the hydro demolition equipment. This removal work shall be included in the cost of the hydro demolition. 216.110.4.4.3 All removals after hydro demolition shall be done with pneumatic hammers no heavier than the nominal 35-pound class and operated no more than a 45 degree angle from the horizontal. Use of mechanical equipment for the purpose of chipping shall be kept to the absolute minimum to avoid creating micro-fractures on the surface of the deck. 216.110.4.5 Reinforcing Steel Repair The contractor shall take steps necessary to prevent damage to existing reinforcing steel. All equipment shall be operated in a manner that does not damage the deck, reinforcing steel or superstructure components. Any damage caused by the contractor’s equipment or negligence shall be repaired at the contractor’s expense. 216.110.4.5.1 Reinforcement repair shall be in accordance with Sec 704. Replacement of damaged reinforcing steel may include the removal of additional concrete to adequately anchor reinforcing steel to the appropriate lap splice length in accordance with Sec 706. 216.110.4.5.2 Replacement of reinforcing steel will be made at the fixed unit price in Sec 109.16, except that no payment will be made for replacement of reinforcing steel cut or broken by the contractor. 216.110.5 Method of Measurement. 216.110.5.1 Measurement for removal of existing deck repair will be made to the nearest square foot. For bridges without special repair zones, measurement will include all sound and unsound existing deck repairs. For 151bridges with special repair zones, measurement will only include all sound and unsound existing deck repairs outside special repair zones. 216.110.5.2 Measurement for total surface hydro demolition will be per square yard of the bridge deck as specified on the plans or shown in the contract. No final measurement will be made for hydro demolition except for authorized changes during construction or where appreciable errors are found in the contract quantity. 216.110.5.3 Measurement of reinforcing steel replaced due to excess section loss will be made to the nearest 10 pounds. 216.110.6 Basis of Payment. 216.110.6.1 Payment for removal of existing deck repair will be made at the contract unit price. 216.110.6.2 Payment for total surface hydro demolition will be paid for at the contact unit price. Payment includes all work associated with the hydro demolition process including, but not limited to, ECP, equipment calibration, hand chipping curb areas, removal of remaining unsound original concrete, clean-up of debris and slurry, forming for full depth monolithic repairs, and preparation of the deck for concrete wearing surface. 216.110.6.3 Reinforcing Steel Repair Payment for accepted quantities of reinforcing steel replaced due to excess section loss will be paid for at the fixed contract unit price specified in Sec 109.16. No payment will be made for replacement of reinforcing steel cut or broken by the contractor. 152SECTION 302 STABILIZED PERMEABLE BASE 302.1 Description. This work shall consist of furnishing and placing a stabilized permeable base material. The mixture shall be placed, spread and compacted as shown on the plans or as directed by the engineer. 302.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Aggregate for Drainage 1009 Asphalt Binder (PG 64-22, PG 70-22, PG 76-22)1015 Portland Cement 1019 Water 1070 302.2.1 General. Stabilized permeable base shall be either asphalt binder stabilized or Portland cement stabilized at the option of the contractor. All stabilized permeable base shall use Grade 4 drainage aggregate in accordance with Sec 1009. 302.2.2 Asphalt Stabilized Permeable Base. Mixtures shall be composed of the base aggregate and 2.5 percent asphalt binder by weight of the total mixture. PG 64-22, PG 70-22 or PG 76-22 asphalt binder shall be used. All proportioning, mixing and transporting shall be in accordance with Sec 401. 302.2.3 Cement Stabilized Permeable Base. Cement stabilized base mixtures shall be composed of the base aggregate with a cement factor of 2.5 sacks per cubic yard. All proportioning, mixing and transporting shall be in accordance with Sec 501. Fly ash and ground granulated blast furnace slag shall not be used. 302.3 Construction Requirements. 302.3.1 Contamination. Contamination of the finished base material that affects the drainage capability of the product will not be permitted. Any areas determined to be contaminated shall be completely removed without disturbing the adjacent or underlying material and replaced at contractor’s expense. 302.3.2 Displacement. Rutting or other displacement of the permeable base or the underlying base will not be permitted. If displacement occurs, which could result in ponding or a non-uniform, non-draining thickness of permeable base, the material shall be completely removed without disturbing the adjacent or underlying material and shall be replaced at the contractor’s expense. 302.3.3 Asphalt Stabilized Permeable Base. Applicable portions of Sec 401 will apply, except as noted herein. The final mixture, when discharged from the pugmill or drum, shall be 250-300 F. A minimum of three passes of a 5 to 10 ton steel wheel roller shall be made, compacting the material until no further displacement is noted. Compaction shall begin as soon after spreading the mixture as the mixture is able to bear the weight of the roller without undue displacement and shall be completed before the temperature of the mixture drops below 100 F. The approximate compacted thickness of a single lift shall be a maximum of 4 inches . 302.3.4 Cement Stabilized Permeable Base. Applicable portions of Sec 502 will apply, except as noted herein. Segregation of the mixture shall be minimized. Normal concrete pavement consolidation equipment such as vibrators or vibrating pans will be considered adequate, provided the mixture can be satisfactorily compacted. The mixture shall be cured for a minimum of 48 hours in accordance with Sec 502.6, except that white- pigmented membrane or straw shall not be used. A fine water mist may be applied several times each day for the 48-hour period as needed to maintain moisture. The water application shall not be heavy enough to wash away the cementitious material or mortar. 302.4 Method of Measurement. Final measurement of the completed permeable base will not be made except for authorized changes during construction or where appreciable errors are found in the contract quantity. Where required, measurement of permeable base, complete in place, will be made to the nearest square yard . The revision or correction will be computed and added to or deducted from the contract quantity. 153302.5 Basis of Payment. The accepted quantities of permeable base of the thickness specified will be paid for at the contract unit price for each of the pay items included in the contract. Payment will be considered full compensation for all labor, equipment and material, including the stabilizing agent, to complete the described work. 154SECTION 303 ROCK BASE 303.1 Description. This work shall consist of furnishing and placing select rock material in the top 12 or 18 inches of the subgrade for use as a base to provide pavement support and drainage as shown on the plans or as directed by the engineer. 303.2 Material. The material source for rock base shall be in accordance with approval from the engineer. Geologic conditions may vary from available subsurface information. Approval from the engineer of a source for the inherent stone will not constitute approval of the final rock base product. 303.2.1 Material for rock base shall be durable stone or broken concrete containing a combined total of no more than 10 percent, by weight, of earth, sand, shale and non-durable rock. Material from geologic-filled sink deposits or stone indicating evidence of solution activity shall not be used. 303.2.2 The material shall be as large as can be conveniently handled within the limits of this specification. No particle dimension shall exceed approximately 12 inches, for 18 inch rock base or 9 inches for 12 inch rock base. There shall be some material with particle dimensions exceeding approximately 9 inches for 18 inch rock base or 6 inches for 12 inch rock base. The material shall be uniformly graded from coarse to fine. 303.2.3 Broken, sound concrete pavement and composite pavements may be used provided the ratio of the longest dimension measurement to thickness does not exceed 2:1 and provided there is no excessive exterior steel mesh that would affect compaction. Milled, crushed or chunked forms of bituminous pavement shall not be used. Small, thin amounts adhering to broken concrete pavement will be permitted. 303.2.4 Acceptance of quality and size of material will be made by visual inspection at the job site. 303.3 Construction Requirements. 303.3.1 Except as noted herein, all applicable provisions in Sec 203 for the handling and placement of roadway excavation material shall apply. 303.3.2 The material shall not be dumped in place, but shall be distributed by blading or dozing in a manner to ensure proper placement in final position in the subgrade. 303.3.3 Material for either 12 inch or 18 inch rock base may be placed in one lift. Rock base material may be placed thicker, with approval from the engineer, in maximum 24-inch lifts, provided a uniform drainage plane under the rock base is provided. No particle dimension shall exceed approximately 6 inches less than the placed lift thickness. There shall be some material with particle dimensions exceeding approximately 50 percent of the lift thickness. No additional payment will be made for the thicker rock base material. Class C Excavation in rock cuts shall be performed to allow placement of the specified lift thickness. 303.3.4 Material shall be compacted in accordance with Sec 203.5.5. 303.3.5 The final surface shall be of a uniform texture and grade suitable for paving. The top 2 inches of rock base shall consist of either 2 inch maximum rock fragments, spalls, reclaimed asphalt, or concrete. The 2 inch maximum size granular material shall have a plasticity index not to exceed 10 and a gradation such that at least 50 percent of the material will be retained on the No. 4 sieve or have a gradation meeting Type 5 or 7 aggregate as specified in Sec. 1007. There shall be no exposed rock exceeding the inch size in the final surface that would interfere with final preparation of the base for paving. 303.3.6 A roughly compensating maximum deviation of ± 1/2 inch from the required elevation will be permitted on the surface of the finished rock base. 303.3.7 When the contract includes paving over existing rock base, the paving contractor shall adjust the rock base grade as needed to that required using approved backfill material as specified herein. No additional payment will be made for this adjustment. 303.4 Method of Measurement. Final measurement of the completed rock base will not be made except for authorized changes during construction, or where appreciable errors are found in the contract quantity. Where 155required, measurement of rock base, complete in place, will be made to the nearest square yard. The revision or correction will be computed and added to or deducted from the contract quantity. 303.5 Basis of Payment. 303.5.1 If the contract documents provide that the material for rock base shall be obtained from the right of way or other source furnished by the Commission, the excavating, breaking, processing, loading and hauling, regardless of distance to the site, of the rock base will be paid for and considered completely covered under Class A Excavation, Class C Excavation, Unclassified Excavation, Excavation for Structures, or other applicable items. Separate payment for furnishing rock base will not be made. 303.5.1.1 If the contract documents provide that the material for rock base shall be obtained from the right of way or other source furnished by the Commission, and the material is made unsuitable or unattainable by the contractor's operations, the contractor shall provide suitable material and dispose of any surplus material at the contractor's expense. 303.5.1.2 If the contract documents provide for obtaining material from the right of way or other source furnished by the Commission, but all or part of the required quantity of acceptable material is not available, unless the shortage is due to the contractor’s operations, payment for such additional rock base material that the contractor will be required to furnish and haul will be made per square yard at the fixed contract unit price in Sec 109 and will be measured in accordance with Sec 109.1. 303.5.2 If the contract documents do not provide for a source of material, the contractor shall provide the material. All costs of securing the source, quarrying, excavating, breaking, processing and hauling the material to the site will be paid for at the contract unit price per square yard for furnishing rock base. 303.5.3 Payment for placing rock base will be made at the contract unit price per square yard complete in place, based entirely on the surface area of the design thickness. No additional payment will be made for material needed to maintain the required edge slopes. 156SECTION 304 AGGREGATE BASE COURSE 304.1 Description. This work shall consist of furnishing and placing one or more courses of aggregate on a prepared subgrade in accordance with these specifications, and as shown on the plans or as directed by the engineer. The type of aggregate to be used will be specified in the contract. 304.2 Material. Material for Type 1, 5 and 7 aggregate bases shall be crushed stone or reclaimed asphalt or concrete which meet the requirements of Sec 1007. 304.3 Construction Requirements. 304.3.1 Field Laboratory. When authorized by the engineer, the contractor shall provide a Type 2 field laboratory in accordance with Sec 601. Payment for the laboratory will be made in accordance with Sec 601. 304.3.2 Subgrade. All work on that portion of subgrade on which the base is to be constructed shall be completed in accordance with Sec 209.2.1 prior to placing any base material on that portion. Aggregate base shall not be placed on frozen subgrade. 304.3.3 Placing. 304.3.3.1 The contractor shall place base material on the roadbed as shown in the contract documents. The maximum compacted thickness of any one layer shall not exceed 6 inches. If the specified compacted depth of the base course exceeds 6 inches, the base shall be constructed in two or more layers of approximately equal thickness. The compacted depth of a single layer of the base course may be increased to 8 inches for shoulders. 304.3.3.2 Types 1 and 5 aggregate base used for shoulders adjacent to rigid or flexible type pavement, including pavement resurfacing, shall be simultaneously deposited and spread on the subgrade. Aggregate shall not be deposited on the pavement and bladed or dozed into place. 304.3.4 Shaping and Compacting. Each layer shall be compacted to the specified density or dynamic cone penetration index value before another layer is placed. 304.3.4.1 Segregated surface areas constructed of Type 1 aggregate base may be corrected by adding and compacting limestone screenings of such gradation and quantity as required to fill the surface voids, and firmly bind the loose material in place. Screenings used in correcting segregated surface areas will be measured and paid for as base material. Type 5 and Type 7 aggregate bases are intended to provide some drainage and shall not be segregated. Trimmed Type 5 and 7 aggregate base may not be reused until the material is verified as meeting the required specifications. Base material contaminated to the extent that the material no longer complies with the specifications shall be removed and replaced with satisfactory material at the contractor’s expense. 304.3.4.2 Type 1 aggregate base used for shoulders shall be compacted to a minimum 95 percent of standard maximum density. Type 1 aggregate base used on other than shoulders shall be compacted to no less than standard maximum density. Type 5 aggregate base under both roadway and shoulders shall be compacted to a minimum 95 percent of standard maximum density. The Standard Compaction Test will be conducted in accordance with AASHTO T 99, Method C. Field density will be determined in accordance with AASHTO T 191 or AASHTO T 310, Direct Transmission, for wet density. The volume of the test hole may be reduced as necessary to accommodate available testing equipment. If nuclear density test methods are used, moisture content will be determined in accordance with AASHTO T 310, except a moisture correction factor will be determined for each aggregate in accordance with MoDOT Test Method TM 35. In lieu of the density requirements for Type 1 aggregate base used for shoulders with thicknesses less than 4 inches, the aggregate shall be compacted by a minimum of three complete coverages with a 5 ton roller. Rolling shall be continued until there is no visible evidence of further consolidation. 304.3.4.3 Type 7 aggregate base under both roadway and shoulders shall be compacted to achieve an average dynamic cone penetration index value through the base lift thickness less than or equal to 0.4 inches per blow, as determined by a standard dynamic cone penetrometer (DCP) device with a 17.6 lb hammer meeting the requirements of ASTM D6951. 157304.3.4.3.1 Water shall be applied to the Type 7 base material during the mixing and spreading operations so that at the time of compaction the moisture content is not less than 5 percent of the dry weight. 304.3.4.3.2 Type 7 base shall be tested with the DCP within 24 hours of placement and final compaction. 304.3.4.4 If at any time the compacted aggregate base or subgrade becomes unstable, the contractor, at the contractor's expense, shall restore the earth subgrade and the aggregate base to the required grade, cross section and density. 304.3.5 Substitutions for Aggregate Base. If available, the contractor may substitute bituminous pavement cold millings or crushed recycled concrete in lieu of aggregate base for any temporary surface, regardless of the type or thickness of aggregate shown on the plans. If this option is exercised, the contractor shall notify the engineer at least two weeks prior to using the millings or recycled concrete, and shall identify the location from where the millings or concrete will be removed. The millings or recycled concrete shall be installed to the same dimensions shown on the plans for the aggregate base. Millings or recycled concrete shall be placed in maximum 4-inch lifts, and each lift shall be compacted by a minimum of three passes with a 10-ton roller. 304.3.6 Maintenance. The contractor shall maintain, at the contractor’s expense, the required density and surface condition of any portion of the completed aggregate base until either the prime coat or a succeeding course or pavement is placed. If a prime coat is specified in the contract, the contractor will be required to apply the prime coat on any completed portion of the aggregate base as soon as practical, or as otherwise specified. The contractor will not be permitted to apply prime if the moisture in the top 2 inches of the Type 1 or 5 aggregate base exceeds the higher of either (1) the average of the optimum moisture as determined by the Standard Compaction Test and the absorption of the plus No. 4 fraction, or (2) two-thirds of the optimum moisture as determined by the Standard Compaction Test. 304.4 Quality Control/Quality Assurance (QC/QA). 304.4.1 Quality Control. The contractor shall control operations to ensure the aggregate base, in place, meets the specified requirements for density, thickness, gradation, deleterious, and plasticity index. Tests shall be taken at random locations designated by the engineer at the following frequency: Tested Property Test Method Contractor FrequencyEngineer Frequency DensityAASHTO T 191 or AASHTO T 3101 per 1000 tons, minimum of 1 per day1 per 4,000 tons, minimum of 1 per project Dynamic Cone Penetrometer Index Value (for Type 7 base)ASTM D69511 per 1000 tons, minimum of 1 per day1 per 4,000 tons, minimum of 1 per project ThicknessApplicable method meeting engineer’s approval1 per 1000 tons, minimum of 1 per day1 per 4,000 tons, minimum of 1 per project Gradation and Deleterious MaterialaAASHTO T 11, AASHTO T 27 and MoDOT Test Method TM 711 per 2000 tons, minimum of 1 per dayb1 per 8,000 tons, minimum of 1 per project Plasticity IndexaAASHTO T 89 and AASHTO T 901 per 10,000 tons, minimum of 1 per project1 per 40,000 tons, minimum of 1 per project aSampled at point of delivery, prior to rolling. bWhen production for a week is anticipated to be 1,000 tons or less, the contractor may test the material at a frequency of 1 per 250 tons or 1 per week, whichever occurs first. 304.4.1.1 The contractor shall provide copies of the test results, including all raw data, to the engineer the next business day following testing or sampling. 158304.4.1.2 The contractor or the contractor’s representative shall also determine the standard maximum dry density and the optimum moisture content for Type 1 and 5 base material and the dry weight for Type 7 base material and supply all test data to the engineer. 304.4.1.3 When density or DCP index value tests are less than specified or when thickness measurements indicate the thickness is deficient by more than 1/2 inch from the plan thickness, additional measurements will be taken at 100-foot intervals parallel to centerline ahead and behind the tested location until the extent of the deficiency has been determined. Each measurement will be assumed as representative of the base thickness for a distance extending one-half the distance to the next measurement, measured along centerline, or in the case of a beginning or ending measurement, the distance will extend to the end of the base section. Any deficient areas shall be corrected by reworking or adding material within the limits of the deficiency. 304.4.1.4 When two consecutive tests for gradation, deleterious material, or plasticity index do not meet the specification limits, the material shall be removed beginning at the point where the first test was conducted. 304.4.1.5 The contractor shall retain the untested portion of the plasticity index, gradation and deleterious sample for the engineer’s use. 304.4.2 Quality Assurance. The contractor’s QC test results and the engineer’s QA test results shall meet the specifications and the following. For Type 1 and 5 base the contractor’s compaction standard tests shall compare within 3.0 pounds of the maximum density of the MoDOT determined compaction standard. For Type 7 base the contractor’s average DCP penetration index shall compare within 0.1 inches per blow of the MoDOT determined average penetration index. For retained samples, the contractor’s test results and the engineer’s test results shall compare within the following limits:

401.10 Surface Smoothness. The finish of the pavement surface shall be substantially free from waves or

irregularities and shall be true to the established crown and grade. The pavement shall be thoroughly tested for smoothness by profiling or straightedging in accordance with Sec 610.

401.11 Defective Mixture. Any mixture showing an excess of bituminous material or that becomes loose and

broken, mixed with dirt, or is in any way defective, shall be removed and replaced with a satisfactory mixture, which shall be immediately compacted to conform to the surrounding area.

401.12 Pavement Marking. If the contractor's work has obliterated existing pavement marking on resurfacing

projects open to through traffic, the pavement marking shall be replaced at the contractor’s expense in accordance with Sec 620.

401.13 Method of Measurement. Measurement will be in accordance with Sec 403.

401.14 Basis of Payment. The accepted quantities of plant mix bituminous pavement and base course will be

paid for at the contract unit price for each of the pay items included in the contract. Payment for obtaining and delivering samples of compacted mixture from the base and replacement of the surface will be made per sample at the fixed contract unit price specified in Sec 109. No direct payment will be made for QC cores, excavating the trench for base widening, or for hauling and disposing of excess excavation material. 171SECTION 402 PLANT MIX BITUMINOUS SURFACE LEVELING 402.1 Description. This work shall consist of placing, spreading and compacting a bituminous mixture as shown on the plans or as directed by the engineer. Spot wedging will not be required. 402.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Coarse Aggregate 1004.2 Fine Aggregate 1002.3 Mineral Filler 1002.4 Asphalt Binder, Performance Graded (PG)1015.3 402.2.1 Asphalt Binder. The grade of asphalt binder will be specified in the contract. 402.2.2 Wet Bottom Boiler Slag. The contractor may furnish wet bottom boiler slag of approved quality in lieu of coarse aggregate specified in Sec 402.2. If wet bottom boiler slag is used, the slag shall meet the requirements for coarse aggregate, except that the percentage of wear specified in Sec 1004.2.1 will not apply. 402.2.3 Reclaimed Asphalt. Recycled asphalt materials may be used and shall be in accordance with Sec 401.2.2. 402.3 Composition of Mixture. Aggregate sources shall be from the specific ledge combination of ledges within a quarry, or processed aggregate from a particular product, as submitted in the mix design. The total aggregate prior to mixing with asphalt binder shall be in accordance with the following gradation requirements: Plant Mix Bituminous Surface Leveling Sieve SizePercent Passing by Weight 3/4 inch 100 1/2 inch 99-100 3/8 inch 90-100 No. 4 60-90 No. 8 40-70 No. 30 15-35 No. 200 5-12 BP-3 in accordance with Sec 401.3 is an allowable substitution. 402.3.1 Mixture Characteristics. Bituminous surface leveling mixture shall have the following properties, when tested in accordance with AASHTO T 245 or AASHTO T 312. The number of blows with the compaction hammer shall be 35 or the number of gyrations shall be 35 with the gyratory compactor. The mixture shall have a minimum voids filled with asphalt (VFA) of 75 percent. The dust to effective binder ratio shall be 0.8 to 1.6. Percent Air VoidsAASHTO T 245 Stability lbVoids in Mineral Aggregate (VMA) 3.5 750 14.5 402.4 Job Mix Formula. The mixture shall be in accordance with Sec 401.4. 402.5 Gradation and Deleterious Content Control. In producing mixture for the project, the plant shall be operated such that no deviations from the job mix formula are made. The contractor shall determine on a daily basis, at a minimum, the combined gradation and binder content if production exceeds 100 tons per day. 172Gradation and asphalt content of RAP shall be determined once every 10,000 tons of production. Mixture as produced will be subject to the following tolerances and control:

402.10 Construction Requirements.

402.10.1 Weather Limitations. Bituminous mixtures shall not be placed on any wet surface or frozen

pavement. Bituminous mixtures shall not be placed when either the air temperature or the temperature of the surface on which the mixture is to be placed is below 50 F , except as otherwise allowed in Sec 402.10.1.1. Temperatures shall be obtained in accordance with MoDOT Test Method TM 20.

402.10.1 1 Cold Weather Paving. If the contractor implements all remedial actions listed herein, at no

additional cost to the Commission, bituminous mixtures may be placed when both the air temperature, and the temperature of the surface on which the mixture is to be placed, are 40 F and rising. Remedial actions required for cold weather paving:

402.10.2 Bituminous Mixing Plants. Bituminous mixing plants and preparation of material and mixtures shall

be in accordance with Sec 404. 173402.10.3 Application of Prime or Tack. Application of prime or tack coat shall be in accordance with Sec 403.12.

402.10.4 Hauling Equipment. Trucks used for hauling bituminous mixtures shall be in accordance with Sec

404.

402.10.5 Spreading. The existing surface shall be cleaned of all dirt, packed soil or any other foreign material

prior to spreading the bituminous mixture. The mixture shall be spread in the quantity required to obtain the compacted thickness and cross section shown on the plans. The paver shall be operated at a speed that will give the best results. The rate of delivery of the mixture to the paver shall be coordinated to provide, where practical, a uniform rate of placement without intermittent operation of the paver. On small areas and on areas that are inaccessible to mechanical spreading and finishing equipment, the mixture may be spread and finished by hand methods when permitted by the engineer.

402.10.5 1 Irregularities. The mixture shall be spread without tearing the surface and struck off such that the

surface is smooth and true to cross section, free from all irregularities and of uniform density throughout. Care shall be used in handling the mixture to avoid segregation. Areas of segregated mixture shall be removed and replaced with suitable mixture. The outside edge alignment shall be uniform and any irregularities shall be corrected by adding or removing mixture before compacting.

402.10.5 2 Pavement Edge Differential. No pavement edge differential shall be left in place for more than

seven days, without written approval from the engineer.

402.10.6 Joints. Transverse joints shall be formed by cutting back on the previous run to expose the full depth

of the layer. When a transverse vertical edge is to be left and opened to traffic, a temporary depth transition shall be built as approved by the engineer. The longitudinal joint shall be at the lane lines of the traveled way except that the placement width of bituminous surface may be adjusted such that temporary raised pavement markers will not fall on a longitudinal joint. Each side of the joint shall be flush and along true lines.

402.10.7 Compaction. The mixture shall be thoroughly compacted by at least three complete coverages over

the entire area with either a pneumatic tire roller or a tandem-type steel wheel roller each weighing no less than 10 tons. All rollers used shall be in satisfactory condition, capable of reversing without backlash, and steel wheel rollers shall be equipped with scrapers. Rollers shall have a system for moistening each roll or wheel. Rolling shall begin as soon after spreading the mixture as the new surface will bear the weight of the roller without undue displacement. Final rolling shall be done by the steel wheel roller. Rolling shall be performed at proper time intervals and shall be continued until there is no visible evidence of further consolidation and until all roller marks are eliminated.

402.10.8 Surface Condition. The surface of the mixture after compaction shall be smooth and uniform. Any

mixture showing an excess of asphalt binder or that becomes loose and broken, mixed with dirt or is in any way defective shall be removed and replaced at the contractor’s expense with a satisfactory mixture, which shall be immediately compacted to conform to the surrounding area.

402.10.9 Hauling Over Completed Surface. Hauling of plant mix bituminous mixture over any completed

portion of the project will not be permitted unless allowed by special provision.

402.11 Method of Measurement. The weight of the mixture will be determined from the batch weights if a

batch-type plant is used. If other types of plants are used, the weight of the mixture will be determined by weighing each truck load on scales in accordance with Sec 310. Measurement will be made to the nearest 0.1 ton for the total tonnage of material accepted.

402.12 Basis of Payment. The accepted quantities of plant mix bituminous surface leveling will be paid for at

the contract unit price for each of the pay items included in the contract. 174SECTION 403 ASPHALTIC CONCRETE PAVEMENT 403.1 Description. This work shall consist of providing a bituminous mixture to be placed in one or more courses on a prepared base or underlying course as shown on the plans or as directed by the engineer. The contractor shall be responsible for QC of the bituminous mixture, including the design, and control of the quality of the material incorporated into the project. The engineer will be responsible for QA, including testing, to assure the quality of the material incorporated into the project. 403.1.1 Naming Convention. The nomenclature of Superpave bituminous mixture names, such as SP125CLP, will be as follows. When only the aggregate size is shown, such as SP125, the specifications shall apply to all variations of that size, such as SP125B, SP125C, SP125CLP, etc. When "x" is indicated, such as SP125xLP, specifications shall apply to all variations of mixture designs. Stone Matrix Asphalt will be generally referred to as SMA and designated by SM or SMR. Superpave Nomenclature SP Superpave 0484.75mm (No. 4) nominal aggregate size 0959.5 mm (3/8 inch) nominal aggregate size 12512.5 mm (1/2 inch) nominal aggregate size 19019.0 mm (3/4 inch) nominal aggregate size 25025.0 mm (1 inch) nominal aggregate size x Mixture design: B, C, E or F (as described below) LPLimestone porphyry (when designated) SM Stone Matrix Asphalt (when designated) SMRStone Matrix Asphalt limestone/non-carbonate (when designated) 403.1.2 Design Levels. The following cumulative equivalent single axle loads (ESALs) shall be used for the specified mix design. The same size aggregate mix design at a higher design traffic may be substituted at the contractor’s expense for the contract specified mixture design with the approval from the engineer. Substitutions shall be done uniformly and project mixing of various designs for the same work will not be permitted. For example, an SP125B mixture may be substituted for an SP125C mixture, or SP190C for SP190E, etc. Mixture design substitution will be limited to one design level higher than that specified in the contract. Design Traffic (ESALs)Design < 300,000 F 300,000 to < 3,000,000 E 3,000,000 to < 30,000,000 C ≥ 30,000,000 B 403.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as follow: Item Section Aggregate 1002 Asphalt Binder, Performance Graded (PG)a1015 Fiber Additive 1071 Anti-Strip Additive 1071 aThe grade of asphalt binder will be specified in the contract. 403.2.1 Fine Aggregate Angularity. Fine aggregate angularity (FAA) shall be measured on the fine portion of the blended aggregate. When tested in accordance with AASHTO T 304 Method A, aggregate particles passing 175the No. 8 sieve shall meet the following criteria for the minimum percent air voids in loosely compacted fine aggregate: DesignFAA F --a E 40 C 45 B 45 aFor SP048 Mixtures the FAA shall be a minimum of 40. 403.2.2 Coarse Aggregate Angularity. Coarse aggregate angularity (CAA) shall be measured on the coarse portion of the blended aggregate. When tested in accordance with ASTM D 5821, the coarse aggregate shall meet the following criteria. Crushed limestone, dolomite, steel slag and porphyry will be considered as having 100 percent two fractured faces unless visual observations indicate an undesirable particle shape is being produced. DesignCAAa F 55/None E 75/None C 95/90 B 100/100 aThe criteria denotes the minimum allowable percentage of the coarse aggregate with "one/two" fractured faces, such as a "95/90" requirement, means that the coarse aggregate shall have a minimum of 95 percent particles by weight with one fractured face and a minimum of 90 percent particles by weight with two fractured faces. 403.2.3 Clay Content. When tested in accordance with AASHTO T 176, blended aggregate particles passing the No. 4 sieve shall meet the following minimum sand equivalent criteria: DesignSand Equivalent F 40 E 40 C 45 B 50 403.2.4 Thin, Elongated Particles. For all mixtures except SMA, the blended aggregate particles retained on the No. 4 sieve shall not exceed 10 percent, based on a ratio of 5:1 when tested for flat and elongated particles in accordance with ASTM D 4791. 403.2.5 Stone Matrix Asphalt. In addition to other requirements, material for SMA mixtures shall meet the following. Coarse aggregate shall consist of crushed limestone and either porphyry or steel slag in accordance with the quality requirements of Sec 1002, except as follows. The Los Angeles (LA) abrasion, when tested in accordance with AASHTO T 96, shall not exceed 40 percent based on initial ledge approval and source approval. The percent absorption, when tested in accordance with AASHTO T 85, shall not exceed 3.5 percent based on the individual fractions. The amount of flat and elongated particles, measured on material retained on a 176No. 4 sieve, of the blended aggregate shall not exceed 20 percent based on a 3:1 ratio or 5 percent based on a 5:1 ratio. 403.2.5.1 Filler Restriction. Rigden void content determined in accordance with MoDOT Test Method TM-73 shall be no greater than 50 percent. 403.2.5.2 Fibers. A fiber additive shall be used as a stabilizer in SMA Mixtures. Fibers shall be uniformly distributed by the end of the plant mixing process. The dosage rate for fibers shall be no less than 0.3 percent by weight of the total mixture for cellulose and no less than 0.4 percent by weight for mineral fibers. 403.2.6 Reclaimed Asphalt. A maximum of 30 percent virgin effective binder replacement may be used in mixtures without changing the grade of binder. The asphalt binder content of recycled asphalt materials shall be determined in accordance with AASHTO T 164, ASTM D 2172 or other approved method of solvent extraction. A correction factor for use during production may be determined for binder ignition by burning a sample in accordance with AASHTO T 308 and subtracting from the binder content determined by extraction. The aggregate specific gravity shall be determined by performing AASHTO T 209 in accordance with Sec

403.19.3 1.2 and calculating the Gse to which a 0.98 correction factor will be applied to obtain the Gsb as

follows: 100 − Pb Gse = 100 _ Pb RAP Gsb = RAP Gse X 0.98 Gmm Gb 403.2.6.1 Reclaimed Asphalt Pavement. Reclaimed Asphalt Pavement (RAP) may be used in any mixture, except SMA mixtures. Mixtures may be used with more than 30 percent virgin effective binder replacement provided testing according to AASHTO M 323 is included with the job mix formula that ensures the combined binder meets the grade specified in the contract. All RAP material, except as noted below, shall be tested in accordance with AASHTO T 327, Method of Resistance of Coarse Aggregate Degradation by Abrasion in the Micro-Deval Apparatus. Aggregate shall have the asphalt coating removed either by extraction or binder ignition during production. The material shall be tested in the Micro-Deval apparatus at a frequency of once per 1500 tons . The percent loss shall not exceed the Micro-Deval loss of the combined virgin material by more than five percent. Micro-Deval testing will be waived for RAP material obtained from MoDOT roadways. All RAP material shall be in accordance with Sec 1002 for deleterious and other foreign material. 403.2.6.2 Reclaimed Asphalt Shingles. Reclaimed Asphalt Shingles (RAS) may be used in any mixture specified to use PG 64-22 in accordance with AASHTO PP 53 except as follows: When the ratio of virgin effective binder to total binder in the mixture is between 60 and 70 percent, the grade of the virgin binder shall be PG 52-28 or PG 58-28. Shingles shall be ground to 3/8-inch minus. Waste, manufacturer or new, shingles shall be essential free of deleterious materials. Post-consumer RAS shall not contain more than 1.5 percent wood by weight or more than 3.0 percent total deleterious by weight. Post-consumer RAS shall be certified to contain less than the maximum allowable amount of asbestos as defined by national or local standards. The gradation of the aggregate may be determined by solvent extraction of the binder or using the following as a standard gradation: Shingle Aggregate Gradation Sieve SizePercent Passing by Weight 3/8 inch 100 No. 4 95 No. 8 85 No. 16 70 No. 30 50 No. 50 45 No. 100 35 No. 200 25 403.3 Composition of Mixtures. 177403.3.1 Gradation. Prior to mixing with asphalt binder, the combined aggregate gradation, including filler if needed, shall meet the following gradation for the type of mixture specified in the contract. A job mix formula may be approved which permits the combined aggregate gradation during mixture production to be outside the limits of the master range when the full tolerances specified in Sec 403.5 are applied. Percent Passing by Weight Sieve SizeSP250SP190SP125SP095SP048SP125xSM(R)SP095xSM(R) 1 1/2 inch 100 --- --- --- --- --- --- 1 inch 90 - 100100 --- --- --- --- --- 3/4 inch90 max.90 - 100100 --- ---- 100 --- 1/2 inch ---90 max.90 - 100100 --- 90-100 100 3/8 inch --- ---90 max.90-100100 50-80 70-95 No. 4 --- --- ---90 max.90-100 20 - 35 30-50 No. 8 19 - 4523 - 4928 - 5832-67 --- 16 - 24 20-30 No. 16 --- --- --- --- 30-60 --- 21 max. No. 30 --- --- --- --- --- --- 18 max. No. 50 --- --- --- --- --- --- 15 max. No. 100 --- --- --- --- --- --- --- No. 200 1 - 7 2 - 8 2 - 10 2-10 7-12 8.0-11.0 8.0-12.0 403.3.2 Anti-Strip Agent. An anti-strip will be allowed by the engineer to improve resistance to stripping. Anti- strip agents and application rates shall be from a list approved in accordance with Sec 1071. 403.3.3 Porphyry Mixtures. For LP and SMA mixtures, at least 50 percent by volume of the aggregate shall be crushed porphyry retained on the following sieves: No. 30 for SP048, No. 16 for SP095 and No. 8 for SP125. Depending on the actual gradation of porphyry aggregate furnished, the amount of crushed porphyry required may vary, however at least 40 percent by weight of crushed porphyry will be required. Steel slag may be substituted for porphyry in LP and SM mixtures, except at least 45 percent by weight of crushed porphyry and/or slag will be required. The engineer may approve the use of other hard, durable aggregate in addition to porphyry and steel slag. . When an SMR mixture is designated, the mixture shall contain aggregate blends with at least 30 percent non-carbonate material in accordance with Sec 403.3.5. 403.3.4 Minimum Stone Matrix Asphalt Binder. The percent asphalt binder for SMA mixtures shall not be less than 6.0 percent unless otherwise allowed by the engineer. 403.3.5 Surface Mixtures. Design level B surface mixtures and SP048NC, except as described in Sec 403.15.3, containing limestone coarse aggregate shall contain a minimum amount of non-carbonate aggregate. The LA abrasion values, AASHTO T 96, of the limestone will determine the type and amount of non-carbonate aggregate required as shown in the table below. The LA abrasion value will be determined from the most recent source approval sample. In lieu of the above requirements, the aggregate blend shall have an acid insoluble residue (AIR), MoDOT Test Method TM 76, meeting the plus No. 4 criteria of crushed non-carbonate material. Non-carbonate aggregate shall have an AIR of at least 85 percent insoluble residue. Coarse Aggregate (+ No. 4)Minimum Non-Carbonate by Volume Limestone, LA ≤ 30 30% Plus No. 4 Limestone, LA > 30 20% Minus No. 4a Dolomite No Requirement a Use for all SP095 and SP048NC containing limestone. 403.4 Job Mix Formula. At least 30 days prior to placing any mixture on the project, the contractor shall submit a mix design for approval to Construction and Materials. The mixture shall be designed in accordance with AASHTO R 35 or R 46 and shall be tested in accordance with AASHTO T 312 except as noted herein. A detailed description of the mix design process shall be included with the job mix formula (JMF). Representative 178samples of each ingredient for the mixture shall be submitted with the mix design. Aggregate fractions shall be provided in the same proportions as the proposed job mix formula. A minimum of 150 pounds will be required for any individual fraction. The amount of each ingredient submitted shall be as follows for each mix design to be verified: Ingredient Minimum Amount Aggregate 750 Pounds Hydrated Lime, Mineral Filler and/or Baghouse Fines 20 Pounds Asphalt Binder 10 Gallons 403.4.1 Proficiency Sample Program. Laboratories that participate in and achieve a score of three or greater in the AASHTO proficiency sample program for T 11, T 27, T 84, T 85, T 166, T 176, T 209, T 304 (ASTM C 1252), T 308 and T 312 will have the mixture verification process waived. The mix design shall be submitted to Construction and Materials for approval at least seven days prior to mixture production. 403.4.2 Required Information. The mix design shall include raw data from the design process and contain the following information:

403.16 1.

403.5.3 Asphalt Content. The asphalt content (AC) shall be within ±0.3 percent of the approved mix design. 403.5.4 Voids in the Mineral Aggregate. The VMA shall be within – 0.5 and + 2.0 percent of the minimum required for each type of mixture at Ndes gyrations. 403.5.5 Air Voids. Air voids shall be within ±1.0 percent of the approved mix design at Ndes gyrations. 403.5.6 Tensile Strength Ratio. The TSR shall be greater than or equal to 75 percent as determined from loose mixture taken from the roadway and tested in accordance with AASHTO T 283. 403.5.7 Aggregate Properties. Aggregate properties from Sec 403.2 on the combined aggregate during production shall be no less than 2 percent below the minimum for FAA, no less than 5 percent below the minimum for CAA, no less than 5 percent below the minimum for clay content and no more than 2 percent above the maximum for thin, elongated particles. 403.5.8 Fibers. The fiber proportioning and delivery system for SMA mixtures shall have an accuracy of 10 percent by weight of the material actually being measured in any given period of time. 403.5.9 Moisture Content. The asphaltic concrete mixture, when sampled and tested in accordance with AASHTO T 329, shall not contain more than 0.5 percent moisture by weight of the mixture. 403.5.10 Contamination. The asphaltic concrete mixture shall not be contaminated with deleterious agents such as unburned fuel, objectionable fuel residue or any other material not inherent to the job mix formula. 403.6 Field Laboratory. The contractor shall provide a Type 3 field laboratory in accordance with Sec 601. The contractor shall furnish the bituminous mixture equipment to perform all required test methods for QC and QA 182work. The gyratory compactor shall be evaluated in accordance with AASHTO PP 35. An approved list will be maintained by Construction and Materials. All other equipment shall be capable of performing tests in accordance with the approved test methods. 403.7 Bituminous Mixing Plants. Bituminous mixing plants and preparation of material and mixtures shall be in accordance with Sec 404. 403.8 Hauling Equipment. Trucks used for hauling bituminous mixtures shall be in accordance with Sec 404. 403.9 Pavers. Bituminous pavers shall be self-contained units, provided with an activated screed or strike-off assembly, heated if necessary, and capable of spreading and finishing asphaltic concrete in lane widths applicable to the specified typical sections and thicknesses shown on the plans.

403.10 Construction Requirements.

403.10.1 Weather Limitations. No mixture shall be placed on any wet or frozen surface. Temperatures shall be

obtained in accordance with MoDOT Test Method TM 20.

403.10.2 Substitutions. With approval from the engineer, the contractor may substitute a smaller nominal

maximum size mixture for a larger sized mixture. Specifications governing the substitute mixture shall apply. Except for a single surface layer, the total pavement thickness shall be maintained when the substitute mixture layer is reduced as allowed in Sec 403.13 by increasing the thickness of other layers or courses. The contract unit price for the original mixture shall be used.

403.11 Field Adjustments of Job Mix Formulas. When test results indicate the mixture produced does not

meet the specification requirements, the contractor may field adjust the job mix formula as noted herein. Field adjustments may consist of changing the percent binder as listed on the original approved job mix by no more than 0.3 percent. Additional fractions of material or new material will not be permitted as field adjustments. The engineer shall be notified immediately when any change is made in the cold feed settings, the hot bin settings or the binder content. A new Gsb shall be calculated using the new aggregate percentages. The gradation of the adjusted mixture shall meet the requirements of the mixture type specified in the contract. When the binder content is adjusted more than 0.3 percent, the mixture will be considered out of specification, and a new mix design shall be established.

403.11.1 Field Mix Redesign. When a new mix design will be required, the contractor will be permitted to

establish the new mix design in the field. The mixture shall be designed in accordance with AASHTO R 35 or AASHTO R 46 and shall meet the mix design requirements, including TSR. A representative sample of the mixture shall be submitted with the new mix design to the Central Laboratory for mixture verification. The amount of mixture submitted for verification shall weigh at least 50 pounds.

403.11.1 1 Approval. New mix designs established in the field shall be submitted for approval to Construction

and Materials. Upon approval, Construction and Materials will assign a new mix number to the mixture.

403.11.1 2 Resume Production. No mixture shall be placed on the project until the new field mix design is

approved.

403.12 Application of Prime or Tack. The prime coat, if specified, shall be applied in accordance with Sec

408. A tack coat is required on all existing pavement and shoulder surfaces that will be overlaid with a bituminous mixture. A tack coat is also required between all lifts of bituminous pavements placed within the driving and turn lanes, unless otherwise specified in the contract. All construction requirements of a tacked surface shall be in accordance with Sec 407, and specified herein. The tack coat shall be applied uniformly and shall completely cover the surface upon which the bituminous mixture is to be placed. Placement of a bituminous mixture shall not be placed upon a tacked surface that is not uniformly covered or surfaces that have experienced excessive loss of tack due to tracking. Re-application of tack due to excess tracking or non-uniform coverage shall be at the contractor’s expense.

403.13 Spreading and Finishing. The base course, primed or tacked surface, or preceding course or layer shall

be cleaned of all dirt, packed soil or any other foreign material prior to spreading the asphaltic mixture. If lumps are present or a crust of mixture has formed, the entire load will be rejected. The thickness and width of each course shall conform to the typical section in the contract. The contractor may elect to construct each course in 183multiple layers. The minimum compacted thickness shall be 0.75 inches for SP048, 1.25 inches for SP095, 1.75 inches for SP125, 2 inches for SP190, and 3 inches for SP250.

403.13.1 Paving Widths. The following shall apply for roadways constructed under traffic. For pavements

having a width of 16 to 24 feet, inclusive, the asphaltic concrete pavement shall be laid in lanes approximately one half the full width of the completed pavement, and the full width shall be completed as soon as practical. Unless otherwise permitted, a single lane of any course shall not be constructed to a length that cannot be completed to full width of the pavement the succeeding operating day. For pavements greater than 24 feet wide, single lane width construction shall be limited to one day's production and completion to full width shall be accomplished as soon as practical. Uneven pavement shall be left in place for no more than seven days, unless approved by the engineer. Removal of pavement to be in accordance with this specification shall be at the contractor’s expense.

403.13.2 Segregation. No segregation will be permitted in handling the mixture at the plant, from the truck or

during spreading operations on the roadbed. All layers shall be feathered out, by hand raking if necessary, in transitioning the depth of the surface to meet present grades at bridges or ends of projects, to provide a uniform, smooth riding surface free of irregularities. Where only the top layer of the surfacing continues across a bridge, the bottom layers shall be feathered out. In situations where there is a dispute in the existence of segregation, the area in question will be tested in accordance with MoDOT Test Method TM 75. Mixture production shall immediately cease if either criteria of MoDOT Test Method TM 75 fail. Segregated mixture shall be removed and replaced to the limits determined by the engineer.

403.13.3 Release to Traffic. If the asphaltic concrete construction consists of more than a single layer, each

layer shall be compacted as specified and allowed to cool to the ambient temperature before the next layer is placed. The contractor shall keep traffic off the asphaltic concrete until the surface of the asphaltic concrete is 140 F or below and the asphaltic concrete has cooled sufficiently to prevent flushing of the asphalt binder to the surface, marking or distorting the surface or breaking down the edges.

403.13.4 Draindown. Evidence of asphalt binder separation or draindown at delivery will be cause for rejection.

403.13.5 Shoulder Substitution. When a Sec 403 mixture is specified for traffic lanes, the same mixture may

be used for the adjacent shoulder, subject to the density requirements in Sec 403.5.2.

403.14 Spot Wedging and Leveling Course. The engineer will specify the locations and thickness of spot

wedging and the thickness of leveling course to obtain the smoothest possible riding surface. This procedure may result in spot wedging operations over small areas with feather-edging at high points and ends of wedge areas. Rigid control of the placement thickness of the leveling course shall be required. Leveling course, consisting of a layer of asphaltic concrete of variable thickness used to superelevate curves and eliminate irregularities in the existing base, shall be spread uniformly to the specified profile grade and cross section. The mixture shall be uniformly spread and compacted, with only minor segregation as accepted by the engineer. Type SP125 or finer mixtures, as applicable, shall be used for the spot wedging and for the leveling course.

403.15 Compaction. After the asphaltic mixture has been spread, struck off and surface irregularities adjusted,

the asphaltic mixture shall be compacted thoroughly and uniformly by rolling to obtain the required compaction while the mixture is in a workable condition. Excessive rolling, to the extent of aggregate degradation, will not be permitted. Rollers shall not be used in the vibratory mode when the mixture temperature is below 225 F. When warm mix technology is used, as approved by the engineer, rollers shall not be used in the vibratory mode when the mixture temperature is below 200 F .

403.15.1 Rolling. Any displacement occurring as a result of starting, stopping or changing direction of a roller,

or from other causes, shall be avoided. Excess liquid, to prevent adhesion of the mixture to the rollers, will not be permitted. Diesel fuel, fuel oil or other detrimental products shall not be used as wetting agents. Along forms, curbs, headers, walls and other places not accessible to the roller, the mixture shall be thoroughly compacted with hot hand tampers, smoothing irons or with mechanical tampers.

403.15.2 Defective Mixture. Any mixture that becomes loose and broken, mixed with dirt or is in any way

defective shall be removed and replaced with fresh, hot mixture, which shall be compacted to conform with the surrounding area. Any area showing an excess or deficiency of asphalt binder shall be removed and replaced. 184403.15.3 Non-Traffic Areas. Sec 403 mixtures used for surfacing medians and similar areas, shoulders adjacent to rigid or flexible pavement and shoulders adjacent to resurfaced pavement shall be compacted to the specified densities for the mixture. Once an established rolling pattern has been demonstrated to provide the required density for shoulders, at the engineer's discretion, the pattern may be used in lieu of density tests provided no changes in the material, typical location or temperatures are made. Regardless of the method, density will still be required and subject to testing as deemed necessary by the engineer. In lieu of roller and density requirements, temporary bypasses to be maintained at the expense of the contractor shall be thoroughly compacted. The rolling shall be performed at proper time intervals and shall be continued until there is no visible evidence of further consolidation.

403.15.4 Density Measurement. Measurements for determining the in-place density of the mixture shall be

taken no later than the day following placement. Measurements not obtained within the prescribed time limits shall be subject to the requirements of Sec 403.22. If a core is taken, material from underlying layers that remain adhered to the core shall be removed in a manner that does not harm the integrity of the specimen. If the contractor elects to place a lift of mixture greater than six times the nominal maximum aggregate size, cores shall be cut in half and the density of each half determined separately.

403.16 Joints. Transverse joints shall be formed by any method that will produce a dense, vertical section for

use when laying is resumed. When a transverse vertical edge is to be left and opened to traffic, a temporary depth transition shall be built as approved by the engineer. The joint formed when the fresh mixture is placed shall be dense, well sealed, and the grade, line and surface texture of the succeeding surface shall conform to that of the joined surface. If directed by the engineer, the transverse joint shall be painted with a light coating of liquid asphalt. Hand manipulation of the mixture shall be minimized to avoid unsightly surface texture.

403.16.1 Joint Composition. Longitudinal joints shall be formed by the use of an edging plate fixed on both

sides of the finishing machine. Care shall be taken to obtain a well bonded and sealed longitudinal joint by placing the hot mixture in a manner ensuring maximum compaction at this point. If directed by the engineer for properly sealing the longitudinal joint, a light coating of bituminous material shall be applied to the exposed edge before the joint is made. The minimum density of all traveled way pavement within 6 inches of a longitudinal joint, including the pavement on the traveled way side of the shoulder joint, shall not be less than 2.0 percent below the specified density when unconfined. The density of the longitudinal joint when confined will be included in the evaluation of the remainder of the mat. Each side of the joint shall be flush and along true lines.

403.16.2 Joint Offset. The longitudinal joint in any layer shall offset that in the layer immediately below by a

minimum of 6 inches; except, the joints in the completed surfacing shall be at the lane lines of the traveled way or other required placement width outside the travel lane. The placement width shall be adjusted such that pavement marking shall not fall on a longitudinal joint.

403.17 Quality Control.

403.17.1 Quality Control Operations. The contractor shall maintain equipment and qualified personnel to

perform all QC field inspection, sampling and testing as required by this specification. All contractor personnel included in the QC operation shall be qualified by the MoDOT Technician Certification Program. Under no circumstances will unqualified personnel be allowed to perform QC sampling or testing. Personnel will be disqualified if acceptable methods and procedures are not followed.

403.17.1 1 Asphalt Test Results. The contractor shall record all test results and furnish a copy, including all raw

data, to the engineer no later than the beginning of the day following the test. The contractor shall maintain all test results in an organized format and shall be available to the QA inspector at all times. Scale readings and other measurements not directly recorded by electronic media shall be recorded in an organized format. Printouts from gyratory compactors and asphalt content devices shall be retained as part of the testing records.

403.17.2 Bituminous Quality Control Plan. Prior to approval of the trial mix design by the engineer, the

contractor shall submit a QC Plan to Construction and Materials for approval. The QC Plan shall include:

403.17.2 1 Third Party. The third party shall be independent of the contractor, MoDOT consultants and all

project subcontractors or suppliers on each specific project. All testing of material for dispute resolution shall be performed by an approved laboratory. Approved laboratories shall be AASHTO Accreditation Program certified in the areas of the material being tested.

403.17.2 2 Plant Calibration. Plant calibration shall be performed by the contractor in accordance with Sec

404, and records shall be made available to the engineer.

403.17.2 3 Retained Samples. All samples taken by the contractor, including but not limited to tested

aggregate, volumetric and density samples, shall be retained for the engineer for a minimum of seven days after the contractor’s tests are complete and accepted unless otherwise instructed. These samples shall be maintained in clean covered containers, without contamination, readily accessible to the engineer. The retained sample's identification shall consist of, but is not limited to:

403.17.2 3.1 Gradation and Deleterious Content Samples. For each gradation and deleterious sample taken,

the contractor shall retain for the engineer, the portion of the sample not tested after reducing the original sample to testing size.

403.17.2 3.2 Loose Mix Sample. All loose mix samples for determination of volumetrics, asphalt binder

content and TSR shall be taken from the roadway at random locations designated by the engineer. A companion loose mix sample shall be taken, identified and retained for the engineer.

403.17.3 Quality Control Laboratory. All QC mixture testing shall be performed in an approved laboratory.

403.17.3 1 Calibration Schedule. The contractor shall calibrate or verify all significant test equipment

associated with tests covered in this specification. Intervals as set by the contractor shall not exceed the following limits: Equipment - Test Method (AASHTO)Requirement Interval (Month) Gyratory Compactor - T 312 Calibrate – 1.16 ± .02° internal angle12a Gyratory Compactor - T 312 Verify Daily Gyratory Molds - T 312 Check Critical Dimensions 12 Thermometers - T 209, T 166, T 312Calibrate 6 Vacuum System - T 209 Check Pressure 12 Pycnometer (Flask) - T 209 Calibrate Daily Binder Ignition Oven - T 308 Verify 12b Nuclear Content Gauge – T 287 or MoDOT TM 54Drift & Stability – Manuf. Recommendation1 186Mechanical Shakers - T 27 Check Sieving Thoroughness 12 Sieves Check Physical Condition 6 Weighted Foot Assembly - T 176 Check Weight 12 Mechanical Shaker - T 176 Check Rate & Length of Throw 12 Liquid Limit Device - T 89 Check Wear & Critical Dimensions12 Grooving Tool - T 89 Check Critical Dimensions 12 Ovens Verify Temp. Settings 4 Balances Verify 12b Timers Check Accuracy 6 aCalibrate and/or verify after each move. bVerify after each move.

403.17.3 1.1 Inventory. An inventory of all major sampling, testing, calibration and verification equipment,

including the serial number or other identifying number shall be maintained.

403.17.3 1.2 Calibration Records. Calibration and verification records shall include but are not limited to:

403.17.3 2 Record Retention. Test records shall be maintained to permit verification of any test report. Records

pertaining to testing, equipment calibration and verification, test reports, internal quality systems review, proficiency sample testing, test technician training and evaluation and personnel shall be retained in a secure location for a minimum of three years.

403.17.3 3 Test Method Availability. A current copy of all test methods and procedures shall be maintained in

the QC laboratory at all times for reference by the technicians. Examples of report formats and procedures may be found in AASHTO R 18.

403.18 Quality Assurance. All QA field inspection, sampling and testing will be performed by a qualified

MoDOT technician. The QA inspector shall have free access to any and all testing equipment used by the mixture producer and any workbooks, records or control charts maintained by the mixture producer for the QC process. The QA inspector shall also have sufficient access to the plant grounds to assure compliance with the approved QC Plan.

403.18.1 Assurance Testing. The engineer will independently sample and test the mixture from the roadway at

the frequency listed in Sec 403.19.3. The independent sample will be of sufficient size to retain half for possible disputes. Further testing of this sample will be under the direction of the engineer. The retained portion of the QC samples for mixture properties, gradation, and deleterious content will be tested at a frequency no less than once per week. The engineer's test results, including all raw data, will be made available to the contractor when completed and no later than the next working day.

403.18.2 Core Chain of Custody..QA density cores shall be sealed in approved tamper-evident containers

immediately after extraction in the presence of the engineer. 187403.18.3 Aggregate Comparison. Comparison for aggregate will be considered favorable when the contractor’s QC results and the engineer’s QA test results of a retained sample compare within the following limits.

403.18.3 1 Gradation.

Sieve Size Percentage Points 3/4 inch and larger 5.0 1/2 inch 5.0 3/8 inch 4.0 No. 4 4.0 No. 8 3.0 No. 10 3.0 No. 16 3.0 No. 20 3.0 No. 30 3.0 No. 40 2.0 No. 50 2.0 No. 100 2.0 No. 200 1.0

403.18.3 2 Coarse Aggregate Angularity. Angular particles shall be within 5 percentage points.

403.18.3 3 Fine Aggregate Angularity. Void content shall be within 2 percentage points.

403.18.3 4 Sand Equivalent. Sand equivalency shall be within 8 percentage points.

403.18.3 5 Thin, Elongated Particles. Flat, elongated particle content shall be within one percentage point.

403.18.3 6 Deleterious. The total and individual deleterious content shall not exceed the specification limits.

403.18.4 Federal Highway Administration Requirements. Performance and acceptance of QC/QA testing

under these specifications shall not eliminate any FHWA requirements for acceptance of the material.

403.19 Acceptance of Material. Acceptance of bituminous mixture will be based on lots. Material will be

sampled from the roadway behind the paver in lots or sublots on a random basis through the use of a random number system and evaluated using a Quality Level Analysis (QLA). A QLA will determine payment based on a combination of the total PWL (PWLt) determined for each pay factor item for each lot of material produced.

403.19.1 Random Numbers. The engineer will generate random numbers.

403.19.2 Lots. The lot size shall be designated in the contractor’s QC Plan. Each lot shall contain no less than

four sublots and no more than 28 sublots. The maximum sublot size shall be 1,000 tons. Sublots from incomplete lots totaling less than 4,000 tons shall be combined with the previous complete lot for determination of pay factors. When no previous lot exists, the mixture shall be treated in accordance with Sec 403.23.7.4.1. A new lot shall begin when the asphalt content of a mixture is adjusted in accordance with Sec 403.11.

403.19.3 Test and Pay Factor Items. As a minimum, the contractor and engineer shall test in accordance with

the following table. Where multiple test methods are allowed, the contractor shall designate the test method to be used in the QC Plan. Final payment will be based on the indicated pay factor items. Tested PropertyPay Factor Test MethodContractor FrequencyEngineer Frequency Mixture temperatureNo ---- 1/Sublot 1/day Temperature of No ---- As needed As needed 188base and air Mat Density (% of theoretical maximum density) by contractorYesMoDOT Test Method TM-41 or AASHTO T 166e1 Sampleb/Sublot As needed for joints & shoulders.1 Sample/4 Sublots Unconfined Joint DensityNoMoDOT Test Method TM-41 or AASHTO T 166e1 Sampleb/Sublot1 Sample/4 Sublots Cold feed or hot bin gradation and deleterious contentNoAASHTO T 27 and AASHTO T 111/2 Sublots 1/4 Sublots Ground shingles No AASHTO T 271/10,000 tons with a minimum of 1/project1/project FAA, CAA, Clay Content and Thin, Elongated Particles from material sampled from the cold feed or hot binNoAASHTO T 304, ASTM D 5821, AASHTO T 176 and ASTM D 47911/10,000 tons with a minimum of 1/project/mix type1/project Asphalt content YesAASHTO T 164, or MoDOT Test Method TM-54, or AASHTO T 287, or AASHTO T 3081/Sublot 1/4 Sublots Asphalt content of RAPNo AASHTO T 164d1/4 Sublots 1/project VMA @ Ndes gyrationsYesa AASHTO T 312 and R 35e 1/Sublot 1/4 Sublots Va @ Ndes gyrationsYesaAASHTO T 312 and R 35e 1/Sublot 1/4 Sublots VFA @ Ndes gyrationsNoa AASHTO T 312 and R 35e 1/Sublot 1/4 Sublots Theo. max SG of the mixtureNo AASHTO T 209 1/Sublot 1/4 Sublots TSR of the in place mixtureNocAASHTO T 2831/10,000 Tons or fraction thereof1/50,000 Tons or 1/project combination aBased on the average of a minimum of two compacted specimens. bCore samples shall consist of one core. Up to two additional cores, as stated in the QC Plan, may be obtained at the same offset within one foot of the randomly selected location. If more than one core is obtained, all cores shall be combined into one sample. cPayment will be based on the table in Sec 403.23.5. dOther methods may be approved by establishing correction factors for RAP from the same source. eAASHTO T 331 may be substituted for AASHTO T 166.

403.19.3 1 Test Method Modification.

403.19.3 1.1 Binder Ignition Modification. Asphalt content determination in accordance with AASHTO T

308, Section 6.9.1 shall be modified by adding the following: If the calibration factor exceeds 1.0 percent, lower the test temperature to 800 ± 8 F and repeat test. Use the calibration factor obtained at 800 F even if it exceeds 1.0 percent. If RAP is used, the binder ignition oven shall be calibrated in accordance with MoDOT Test 189Method TM 77. At the engineer’s discretion, testing may be waived when production does not exceed 200 tons per day. The contractor shall certify the proper proportions of a previously proven mixture were used.

403.19.3 1.2 Rice Test. When the water absorption of any aggregate fraction is greater than 2.0 percent, the test

method for determining theoretical maximum specific gravity, AASHTO T 209, shall be modified as follows: After completing the procedure in accordance with Section 9.5.1 or 9.5.2, drain water from the sample. To prevent loss of fine particles, decant the water through a paper towel held over the top of the container. Spread the sample before an electric fan to remove surface moisture. Weigh at 15-minute intervals, and when the loss in mass is less than 0.05 percent for this interval, the sample may be considered to be surface dry. This procedure requires about 2 hours and shall be accompanied by intermittent stirring of the sample. Break conglomerations of mixture by hand. Take care to prevent loss of particles of mixture. Calculate the specific gravity of the sample by substituting the final surface-dry mass for A in denominator of Equations 2 or 3.

403.19.3 1.3 Mixture Bulk Specific Gravity. Determining bulk specific gravity using paraffin-coated

specimens, AASHTO T 275, shall not be used when required by AASHTO T 166. Alternate methods are AASHTO T 331 and ASTM D1188. The surface of specimens prepared for testing by these methods may have the surface texture removed by sawing a minimal amount. Specimens shall be securely held in a jig or other clamping device to eliminate distortion and retain a face parallel to the original surface. Measurements for lift thickness shall be made prior to sawing.

403.19.3 2 Miscellaneous Applications.

403.19.3 2.1 Small Quantities. Small quantities are less than 4000 tons for each separate mixture. This applies

to individual projects, individual projects in combination contracts or projects with short discontinuous sections. The contractor has the option to use all testing frequencies in accordance with Sec 403.19.3 or the following shall apply:

403.19.3 2.2 Base Widening and Entrances. For base widening mixture and entrance work, the following will

apply:

403.19.4 Dispute Resolution. When there are significant discrepancies between the engineer's and the

contractor's test results, dispute resolution procedures will be used.

403.19.4 1 Cease Work. The contractor's operations may be required to cease until the dispute is resolved if the

test results indicate the mixture is subject to failure.

403.19.4 2 Third Party Resolution. The first step in dispute resolution will be to identify differences in

procedures and correcting inappropriate procedures before moving to third party resolution. If that does not resolve the dispute, either the contractor or the engineer may request the approved QC Plan third party involvement. The recommendations of the approved third party shall be binding on both the engineer and contractor.

403.19.4 3 Third Party Payment. The contractor shall be responsible for the cost associated with the third

party testing and resolution if the final result indicates the engineer's test results were correct. Likewise the Commission will be responsible for the cost associated with the third party testing and resolution when the final result indicates the contractor's results were correct. 190403.19.4.4 Other Adjustments. The contractor shall not be entitled to any additional payment for costs incurred due to use of the dispute resolution procedures such as, but not limited to, those for delay, cessation of operations, costs to subcontractors, etc. The engineer may give consideration to adjustment of working days if warranted.

403.20 Surface Smoothness. The finish of the pavement surface shall be substantially free from waves or

irregularities and shall be true to the established crown and grade. The pavement surface shall be thoroughly tested for smoothness by profiling or straighedging in accordance with Sec 610.

403.21 General Requirements.

403.21.1 Sequence of Operations. To reduce inconvenience to the traveling public during widening or

surfacing, the contractor will not be permitted to place any final surface course until the base widening, the leveling course and the binder course have been completed throughout the entire combination of sections, unless otherwise authorized by the engineer. The proper condition of the base widening, the leveling course and the binder course, at the time of placing the surface course, shall be the contractor's responsibility.

403.21.2 Pavement Marking. If the contractor's work has obliterated the existing pavement marking on

resurfacing projects open to through traffic, the pavement marking shall be replaced in accordance with Sec 620.

403.21.3 Surfaced Approaches. At locations designated in the contract or as specified by the engineer,

approaches shall be primed in accordance with Sec 408 and surfaced with Type SP125 asphaltic concrete. The asphaltic concrete surface shall be placed in accordance with the details shown on the plans or as specified by the engineer. Approaches shall not be surfaced until after the surface course adjacent to the entrance is completed. Any work required to condition and prepare the subgrade on the approaches will be at the contractor’s expense.

403.21.4 Filling Drain Basins. If shown on the plans, existing drain basins shall be filled to the top of the lip

with plant mix bituminous base course or asphaltic concrete from the pavement edge to the edge of the shoulder. Any difficulty or delay created by this requirement will be at the contractor’s expense.

403.21.5 Pavement Repairs (Blow-Ups). A blow-up will be considered that area where excessive expansion

has resulted in distress to the existing pavement. Blow-ups occurring prior to the application of the tack coat on the existing surface will normally be repaired by the Commission. Blow-ups occurring after the application of the tack coat shall be repaired by the contractor by removing the distressed concrete and replacing the pavement in accordance with Sec 613.

403.22 Method of Measurement.

403.22.1 Weight Determination. The weight of the mixture will be determined from the batch weights if a

batch-type plant is used, and will be determined by weighing each truck load on scales in accordance with Sec 310 if other types of plants are used. Measurement will be made to the nearest 0.1 ton for the total tonnage of material accepted.

403.22.2 Full Depth.

403.22.2 1 The final driving surface area, for the full depth of the pavement, will be used as the area for all

underlying bituminous lifts and will not include the additional quantity needed to construct the 1:1 slope.

403.22.2 2 Final measurement of the completed pavement will not be made except for authorized changes

during construction, or where appreciable errors are found in the contract quantity. Where required, measurement of the pavement complete in place will be made to the nearest 0.1 square yard. The revision or correction will be computed and added to or deducted from the contract quantity.

403.22.3 Alternate Overlay.

403.22.3 1 Field Established Quantity. When bid as an alternate to a Portland cement concrete overlay, the

contractor shall establish the existing roadway profile and set the final overlay profile. The engineer may adjust the final profile as needed. The tons of hot mix asphalt required will be determined by the engineer from the set or adjusted profile. This quantity will be the field established plan quantity. 191403.22.3.2 Overlay Measurement. Final measurement of the completed pavement will be based on the field established plan quantity except for authorized changes during construction. The revision or correction will be computed and added to or deducted from the contract quantity. Measurement of the pavement complete in place will be made to the nearest 0.1 ton.

403.22.4 Pavement Testing. The finished courses shall have the nominal thickness shown on the plans. Tests

will be conducted to ensure that each course is being constructed to proper thickness, composition and density. The contractor shall cut samples from any layer of the compacted mixture at locations designated by the engineer. QA samples shall be cut and delivered to the engineer no later than the end of the next day following the laydown operation. If the samples are not cut and delivered as stated, the asphaltic laydown operation may be suspended and a deduction of 5 percent per day of the contract unit price of the representative material may be applied, until samples are cut and delivered to the engineer. Samples may be obtained by either sawing or drilling 4-inch minimum diameter cores. Each sawed sample shall consist of a single piece of the pavement of the size designated by the engineer, but no larger than 12 inches square.

403.22.4 1 Pavement Thickness. Lift thickness may be determined by the average thickness of cores taken for

density measurements for each lot. Total thickness samples for new full depth asphalt pavements shall be obtained after all bituminous construction is completed on the project and shall be taken at locations specified by the engineer. For the purpose of determining the constructed thickness of full depth pavement, cores shall be taken at random intervals in each traffic lane at the rate of one core per 1000 feet or increment thereof, or at any other locations as may be determined by the engineer and measured in accordance with AASHTO T 148. Sections of any asphaltic concrete determined to be 0.5 inches or more, less than the thickness shown on the plans, shall be corrected by the contractor. No payment will be made for any costs incurred by the contractor in correcting pavement deficient in thickness. Each core is representative of the pavement thickness for a distance extending one-half the distance to the next core, measured along centerline, or in the case of a beginning or ending core, the distance will extend to the end of the pavement.

403.22.4 2 Surface Restoration. The surface from which samples have been taken, including those for density

measurements, shall be restored by the contractor with the mixture then being produced no later than the next day of plant operation, if construction is still active. If bituminous construction has been completed, the surface from which samples have been taken shall be restored within 48 hours with an approved commercial mixture or with cold patch mixtures acceptable to the engineer.

403.23 Basis of Payment.

403.23.1 Aggregate Variation. Due to possible variations in the specific gravity of the aggregates, the tonnage

of mixture used may vary from the proposal quantities. No adjustment in contract unit price will be made because of such variation.

403.23.2 Compacted Samples. Payment for obtaining and delivering samples of compacted mixture from the

pavement and replacing the surface will be made per sample at the fixed price specified in Sec 109. No direct payment will be made for samples taken for QC testing.

403.23.3 Payment for Pavement Repairs (Blow-ups). Payment for repairing blow-ups will be made in

accordance with Sec 104.

403.23.4 Smoothness Adjustment. The contract unit price for all mixes, except wedge or level course, will be

adjusted in accordance with Sec 610.5. The contract unit prices for asphaltic concrete pavement will be considered full compensation for all materials entering into the construction of the pavement and for the cost of the smoothness testing and correction.

403.23.5 Tensile Strength Retained Adjustment. The contract unit price of each 10,000 tons or fraction

thereof for all mixtures shall be adjusted based on TSR according to the following: TSR Percent of Contract Price 90% and above 103 75-89% 100 70-74% 98 19265-69% 97 <65% Remove

403.23.6 Density Adjustment. Pay adjustments due to longitudinal joint density will apply to the full width of

the lane paved. The average of joint cores from each lot will determine specification compliance. Adjustments will be in accordance with Sec 403.23.7.4.1(b). If payment reductions are necessary, the lower adjusted contract unit price of the PWL or unconfined joint density adjustment will apply. Adjustments due to joint density will apply to the lot from which the cores are obtained.

403.23.7 Percent Within Limits. PWL will be based on the mean, standard deviation and quality index of each

lot's test results. The upper PWL (PWLu) and lower PWL (PWL1) is determined from the table in Sec 502.15.8. Total percent within limits, PWLt, is: PWLt = (PWLu + PWL1) - 100. The mean is: xa = (∑xi)/n Where: xa = Average of the individual values being considered ∑ xi = The summation of all the individual values being considered n = The number of individual values under consideration The Standard Deviation is: s = (∑(xi - xa)2/(n - 1))1/2 The Upper Quality Index is: Qu = (USL - xa)/s The Lower Quality Index is: Q1 = (xa - LSL)/s Where: Qu = Upper Quality Index Q1 = Lower Quality Index USL = Pay Factor Item Upper Spec Limit LSL = Pay Factor Item Lower Spec Limit

403.23.7 1 Quality Level Analysis. The engineer will make the QLA no more than 24 hours after receipt of the

contractor's test results, by determining the PWLt for each designated pay factor item.

403.23.7 1.1 Acceptance. The contractor's test results will be used when applicable to determine the PWL,

provided the contractor's QC tests and the engineer's QA tests compare favorably, and provided the engineer's inspection and monitoring activities indicate the contractor is following the approved QC Plan.

403.23.7 1.2 Comparison. Favorable comparison will be obtained when the engineer's QA test results on a

production sample are within two standard deviations, or one-half the specification tolerance, whichever is greater, from the mean of the contractor's test results for that particular lot.

403.23.7 1.3 Outliers. No test result shall be discarded, except individual test results on a lot basis may be

checked for an outlier in accordance with the statistic T in ASTM E 178, at a significance level of 5 percent. If an outlier is found, material from the retained QA sample may be tested, in the presence of the engineer, to determine a replacement test value. The replacement test value shall be used in the PWL determination.

403.23.7 1.4 Roadway/Shoulder Lots. For the purpose of QLA, mixture placed on the traveled way and placed

on the traveled way and shoulders integrally, shall be accounted for in a regular lot/sublot routine. Mixture placed on shoulders only shall be accounted for in a shoulder lot/sublot routine.

403.23.7 1.5 Random Sampling. For the purpose of QLA, all mixture placed on the roadway shall be subject to

random testing, except mixture placed within 6 inches of an unconfined longitudinal joint shall not be subject to evaluation. Random samples taken in the same day may be separated by 200 tons.

403.23.7 2 Pay Factors. The total pay factor (PFT) for each lot will be equal to the weighted sum of the pay

factors (PF) for each pay factor item for each lot, and is determined as follows: PFT = + (0.25) PFdensity + (0.25) PFAC + (0.25) PFVMA + (0.25) PFVa 193The PFT for each lot, on the shoulder or otherwise when the density pay factor is not directly included, will be equal to the weighted sum of the PF for each pay factor item for each lot, and will be determined as follows: PFT = + (0.3333) PFAC + (0.3333) PFVMA + (0.3333) PFVa The PF for each pay factor item for each lot will be based on the PWLt of each pay factor item of each lot and will be determined as follows: When PWLt is greater than or equal to 70: PF = 0.5 PWLt + 55 When PWLt is less than 70: PF = 2 PWLt - 50

403.23.7 2.1 Density Pay Factor. The theoretical maximum specific gravity of the mixture, as determined for

each sublot and the bulk specific gravity of no less than one core from each sublot, will be used to perform the QLA for the percent of theoretical maximum density. Thick cores required to be cut in half in accordance with Sec 403.15.4 shall effectively double the number of sublots for cores. When density is not used as a pay factor, additional adjustment of the contract unit price will be based on the table in Sec 403.23.7.4.1(b).

403.23.7 2.2 Asphalt Content Pay Factor. The QLA will be performed using the asphalt content test results

from each lot.

403.23.7 2.3 Voids in the Mineral Aggregate and Air Voids Pay Factor. Two gyratory specimens shall be

compacted for each sublot and the average of the two specimens will be used to calculate the volumetrics of the sublot. The VMA, VFA, and air voids shall be determined from the gyratory compacted specimens. The VMA and air voids for the QLA shall be those calculated using the combined bulk specific gravity of the aggregate as listed on the approved job mix formula, the average bulk specific gravity of the gyratory compacted specimens and the theoretical maximum specific gravity of the mixture determined for the sublot of material. The aggregate content used for the calculation shall be that determined from field asphalt content testing for that sublot.

403.23.7 3 Removal of Material. All lots of material with a PFT less than 50.0 shall be removed and replaced

with acceptable material by the contractor. Any sublot of material with a percent of theoretical maximum density of less than 90.0 percent or greater than 98.0 percent shall be removed and replaced with acceptable material by the contractor. For SMA mixtures, any sublot of material with a percent of theoretical maximum density of less than 92.0 percent shall be removed and replaced with acceptable material by the contractor. Any sublot of material with air voids in the compacted specimens less than 2.5 percent shall be removed and replaced with acceptable material by the contractor. No additional payment will be made for such removal and replacement. The replaced material will be tested at the frequencies listed in Sec 403.19. Pay for the material will be determined in accordance with the applicable portions of Sec 403.23 based on the replacement material.

403.23.7 4 Miscellaneous Applications.

403.23.7 4.1 Small Quantities. Small quantities are defined in Sec 403.19.3.2.1. Unless the contractor has

elected to use the normal evaluation in the Bituminous QC Plan for small quantities, the following shall apply for each separate mixture qualifying as a small quantity:

403.23.7 4.2 Base Widening and Entrances. For base widening mixtures and entrance work, QLA and PWL

will not be required. Payment for these mixtures will be made at 100 percent of contract unit price for material that otherwise meets the specifications.

403.23.7 4.3 Single Lift on Unmilled Surface or Leveling Course Work. For resurfacing projects specifying a

single lift on an unmilled surface, surface mixture of 3,000 tons or more, or for leveling course work, the following shall apply to the traveled way mixture. All bituminous mixture QC/QA requirements shall apply, except the density pay factor designated in Sec 403.23.7.2 will not be directly included in the total pay factor. In lieu of that, one density sample shall be taken per sublot and the pay adjustment for density will be made using the table in Sec 403.23.7.4.1(b). 195SECTION 404 BITUMINOUS MIXING PLANTS 404.1 Description. This specification covers the requirements for mixing plants and equipment used in the production of bituminous mixtures. 404.2 Requirements for All Plants. 404.2.1 Aggregate. Sufficient storage space shall be provided for each size of aggregate. The different aggregate sizes shall be kept separated until delivery to the combined cold feed belt. The storage yard shall be maintained in a neat and orderly condition and the separate stockpiles shall be readily accessible for sampling. 404.2.2 Asphalt Binder. An asphalt binder storage tank shall be provided at the proportioning and mixing plant. If more than one storage tank is used to deliver asphalt binder to the proportioning unit, piping and valve arrangements shall permit material to be used from any one of the tanks without using from another at the same time. 404.2.2.1 Storage. Each tank used for storage from which asphalt binder is delivered to the proportioning unit shall be equipped for heating the material under effective and positive control at all times to the temperature requirements set forth in Sec 1015. Heating shall not allow contact of flame with the heating tank. The contractor shall furnish a tank capacity chart calculated in increments suitable for verifying quantities used during a normal production period. 404.2.2.2 Circulation. A circulating system of adequate capacity shall provide proper and continuous circulation of the asphalt binder between the storage tank and proportioning units during the entire operating period. The discharge end of the circulating pipe shall be maintained below the surface of the asphalt binder in the storage tank to prevent discharging into the open air. All pipe lines and fittings shall be properly insulated to prevent heat loss. 404.2.2.3 Binder Sampling. The contractor shall provide a sampling outlet in the asphalt binder feed lines connecting the plant storage tanks to the proportioning or injection system. The sampling outlet shall be installed in a readily accessible location such that representative samples may be withdrawn safely and slowly at any time during plant operation. A drainage receptacle shall be provided for flushing the outlet prior to sampling. When all of the chemical admixtures are added to the plant storage tank prior to use, the engineer may allow the contractor to sample the asphalt binder from the storage tanks located at the mixing facilities. Sampling procedures shall be approved by the engineer prior to samples being taken. 404.2.3 Cold Aggregate Feeder. The plant shall be provided with an accurate mechanical means for uniformly feeding the aggregate into the drier to provide uniform production and temperature. A synchronized method of proportioning the aggregate at the cold feeder shall be provided. 404.2.3.1 Cold Feed Calibration. For all plants producing bituminous mixtures composed of more than one fraction of aggregate, the aggregate cold feeds shall be calibrated as required by the engineer. On the basis of the calibration, aggregate cold feeds shall be adjusted to ensure the proper percentage of the various aggregate fractions of the mix, as required by the job mix formula. 404.2.3.2 Aggregate Sampling. Safe, adequate and convenient facilities shall be provided for obtaining representative aggregate samples from the full width and length of the discharge flow of the combined cold feed, or from each hot bin on batch-type plants. 404.2.4 Drier. A drier of any satisfactory design for drying and heating the aggregate shall be provided. The drier shall be capable of drying and heating the aggregate to a temperature within the limits of the range specified in Sec 1015 for the grade of asphalt binder used, without leaving any visible unburned oil or carbon residue on the aggregate. The mixture may be tested for contamination. Absorbed moisture in the aggregate shall be reduced to such a quantity that there is no visible segregation of asphalt binder resulting from escaping water vapor in the prepared mixture. 404.2.5 Dust Collector. An efficient dust collecting system shall be provided to prevent the loss of fine material into the surrounding environment. The material collected may be returned to the mixture at a uniform rate through a metering device or the dust may be wasted. 196404.2.6 Filler Storage. If mineral filler or hydrated lime, or both, are required, adequate dry storage shall be provided and provisions shall be made for accurate proportioning. 404.2.7 Asphalt Control Unit. Satisfactory means, either by weighing or metering, shall be provided to obtain the proper quantity of asphalt binder. Metering pumps for asphalt shall deliver accurately to within plus or minus 2.0 percent of the required quantity when tested for accuracy. Asphalt scales shall be in accordance with Sec 404.3.4. If the quantity of asphalt binder is controlled by metering, provisions shall be made whereby the delivery meter may be readily checked by actual weight. 404.2.8 Thermometric Equipment. A thermometer of suitable range shall be fixed in the asphalt feed line at a suitable location near the discharge at the mixer unit. The thermometer included in the asphalt metering unit shall be displayed in a location readily accessible to the engineer. An approved recording thermometer, pyrometer or other recording thermometric instrument shall be installed in plants in such manner that the temperature of the heated mixture or aggregate is automatically registered and recorded. The terminal shall be maintained free of accumulated mixture or aggregate to ensure accuracy. The thermometric instrument shall be installed in the discharge chute of drum mix plants and in at least one hot aggregate bin of batch plants. The terminals shall be located where the hot material will flow around the terminals during the proportioning operation and shall not be located near the corners of the bins or at points where the material will collect or pack around the terminals. This instrument shall be located in clear view of the plant operator. A chart shall continuously record both time and temperature. The smallest interval of time shall be a maximum of 15 minutes and the temperature graduations shall be no more than 10 F. The chart shall be furnished to the engineer at the end of each day's operation. 404.2.9 Plant Calibration. Personnel, scales and equipment necessary for calibrating the plant and for verifying the accuracy of proportions shall be furnished by the contractor and shall be available at all times. All scales used in the final measurement of the mixture shall be in accordance with Sec 310. Records of all calibration shall be provided to the engineer. 404.2.10 Safety Requirements. A conveniently located, easily opened gate or door shall be provided in the mixer cover for observation of pugmill mixing operations. Adequate and safe stairways to the pugmill mixer platform and sampling points shall be provided. Guarded ladders to other plant units shall be placed at all points where accessibility to plant operations is required. Accessibility to the top of truck bodies shall be provided by a platform or other suitable device to enable the engineer to obtain samples and mixture temperature data. All gears, pulleys, chains, sprockets and other dangerous moving parts shall be thoroughly guarded and protected. Ample and unobstructed space shall be provided on the pugmill mixing platform. A clear and unobstructed passage shall be maintained at all times in and around the truck loading area. This area shall be kept free from drippings from the mixing platform. 404.2.11 Surge Bins. Surge bins used in the production of bituminous mixtures shall maintain the temperature of the mixture within 25 F of the contractor’s designated temperature. Mixture shall not be stored more than 8 hours. 404.2.12 Automatic Ticket Printer. The asphalt plant shall be equipped with an automatic ticket printer connected to the weighing system in such a manner that the printer automatically detects and prints the weight determined by the system. The printer shall store and recall the tare weight when the operator enters the vehicle identification. The weight shall be shown to at least the nearest 20 pounds or nearest one one-hundredth of a ton. 404.2.13 Ticket Information. The printer shall be capable of keeping and printing cumulative totals for each project for each type of bituminous mixture. The printer shall produce a ticket in triplicate to accompany each load delivered to the project and shall be furnished to the engineer. The ticket shall show the following: (as a minimum)

413.10.1 Description. This work shall consist of producing and placing a mixture of cationic polymer-modified

asphalt emulsions, mineral aggregate, mineral filler, water, and other additives as needed at locations shown on the plans or as directed by the engineer.

413.10.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Emulsified Asphalt1015

413.10.2 1 Aggregate.

413.10.2 1.1 Allowable aggregate sources for all grades in micro-surfacing, that have been previously approved

by MoDOT, include the following:

413.10.2 1.2 Blends of approved aggregate may be supplied provided:

413.10.2 1.4 The final aggregate mixture shall have no oversize material when deposited at the stockpile site. If

the stockpile area contains any particles exceeding the specified maximum sieve, all aggregate shall be screened again as the aggregate is loaded into the final placement machine.

413.10.2 2 Mineral Filler. Mineral filler shall be a Type I or Type II Portland cement in accordance with Sec

1019 or hydrated lime in accordance with AASHTO M 303-Type I, and shall be free of lumps or any other deleterious material. The mineral filler application rate range, approved by the mix design laboratory, shall be included in the mix design.

413.10.2 3 Water. Water shall be potable and free of harmful soluble salts. Water application rate range,

approved by the mix design laboratory, shall be included in the mix design. The water content is the total water content of the system, including aggregate moisture.

413.10.2 4 Additives. Any other materials added to the mixture or to any of the component materials used to

provide the required properties or control the break/set of the mixture shall be supplied by the emulsion manufacturer. Additive application rate range, approved by the mix design laboratory, shall be included in the mix design.

413.10.2 5. Material Acceptance. All aggregate shall be sampled, tested and approved by the engineer prior to

use. Portland cement and hydrated lime may be accepted for use based on visual examination.

413.10.3 Job Mix Formula (JMF). The manufacturer of the polymer-modified emulsion shall develop the job

mix formula for the specific materials to be used and shall present the JMF and certified test results at least 30 days prior to use for the engineer's approval. The JMF shall include raw data from the design process and contain the following information: (all percentages are based on the dry weight of the aggregate)

413.10.3 1 All Types and Grades. The minimum dry mass per unit area will be based on a bulk specific gravity

(BSG) of 2.65. The BSG of the final aggregate blend shall be determined and shown as part of the JMF criteria. If the BSG is different from 2.65 by more than 0.05, the above minimum masses shall be adjusted by dividing the specified unit mass by 2.65 and multiplying by the new BSG. (For example, for a new BSG = 3.15, the new minimum application rate for a Type II micro-surface would be 3.15(20.0/2.65) = 23.8 pounds per square yard). These adjusted values shall be designated on the JMF and will apply in the field.

413.10.3 2 Type II or Type III. If a specified thickness is required, the amount of mineral aggregate per square

yard shall be increased as necessary to obtain the thickness.

413.10.3 3 Two-Pass Type II and/or Type III. When specified, two passes of micro-surfacing (Type II/Type II,

Type III/Type III, or Type II/Type III) shall be applied, the first of which shall be to fill depressions and level the surface (bottom course) and the second pass as the final wearing surface (top course).

413.10.3 4 Type IIIR. For Type IIIR mixes, there will be no minimum or maximum unit quantities. The

contractor shall make the determination as to the amount necessary, except all depressed areas shall be filled level as specified. Type IIIR may be applied in more than one pass at the contractor’s expense. Type IIIR shall not be added to Type II or Type III applications in the field, but shall be a separate application.

413.10.4 Equipment.

413.10.4 1 Mixing Equipment. The micro-surfacing mixture shall be mixed and laid by a self-propelled mixing

machine. The mixing machine shall be able to accurately deliver and proportion the aggregate, mineral filler, water, additive and emulsion to a revolving multi-blade dual mixer and to discharge the thoroughly mixed product. The machine shall have sufficient storage capacity for all components to maintain an adequate supply to the proportioning controls.

413.10.4 1.1 Individual volume or weight controls for proportioning each item to be added to the mix shall be

provided. Each material control device shall be calibrated and properly marked. The calibration shall be approved by the engineer prior to proportion. Each device shall be accessible for ready calibration and placed such that the engineer may determine the amount of each material used at the time.

413.10.4 1.2 The mixing machine shall be equipped with a water pressure system and nozzle-type spray bar to

provide a water spray to dampen the surface when required immediately ahead of and outside the spreader box as required. No free flowing water shall be present.

413.10.4 2 Spreading Equipment. The micro-surfacing mixture shall be spread uniformly by means of a

mechanical-type spreader box attached to the mixer. The spreader box shall be equipped with paddles or augers to agitate and spread the material uniformly throughout the box. The paddles or augers shall be designed and operated so all the fresh mix will be agitated to prevent the mixture from setting up in the box, causing side buildup and lumps.

413.10.4 2.1 The spreader box used for surface course construction shall be equipped with flexible seals in

contact with the road to prevent loss of mixture from the box. The box shall be equipped with devices to adjust the thickness or grade of the surface and shall have a squeegee strike-off rear plate. 21 1413.10.4.2.2 A secondary strike-off shall be provided to improve surface texture. The secondary strike-off shall have the same adjustments as the spreader box.

413.10.4 2.3 The spreader box used for rut-filling shall have two metal strike-offs, angled from each side toward

the center at approximately 45 degrees. Interrupted flight augers shall be used ahead of the first strike-off plate to spread the mix and maintain laminar flow. The second strike-off plate shall be adjusted to produce the desired grade and depth. The first strike-off and augers shall be adjustable up and down in order to maintain a fairly uniform flow or roll of material in front of the second strike-off. A rubber squeegee shall be attached to the adjustable metal plate at the rear of the spreader box, behind the second strike-off, to texture the surface. The adjustable metal plate shall have sufficient clearance not to affect the grade established by the second strike-off.

413.10.5 Construction Requirements.

413.10.5 1 Testing. Field testing shall be conducted in accordance with MoDOT’s Quality Management

Inspection and Testing Plan (ITP) for the grade of micro-surfacing specified in the contract, specifically as follows: Parameter or Procedure AASHTO Method Micro- surfacing GradeMinimum Testing Frequency Contractor QCMoDOT QA Aggregate Gradation Control T27 & T11 Grade A 1 per Day1 per Activity Grade B or C 1 per Activity1 per Activity All other testing requirements listed in the ITP shall be followed.

413.10.5 2 Test Strip. A test strip 500 feet long (minimum) and the width of one lane shall be constructed on

the roadway within the project limits. The micro-surfacing mixture shall be evaluated on the following criteria:

413.10.5 3 Surface Preparation. The surface shall be thoroughly cleaned of all vegetation, loose material, dirt,

mud, and other objectionable material and shall be pre-wetted as required immediately prior to application of the micro-surfacing.

413.10.5 3.1 Coldmilled surfaces shall be swept and vacuumed prior to tack coat application. Upon approval of

the engineer, the sweeping and vacuuming requirement may be waived if traffic is allowed onto the coldmilled surface and the surface is considered clean. 212413.10.5.3.2 The contractor shall provide adequate protection of all utility appurtenances, manholes, valve boxes, drop inlets and other service entrances from the micro-surfacing by a suitable method.

413.10.5 3.3 When specified in the plans, other surface treatments, such as scrub seal or seal coat, may be used

as a pre-surface treatment to the micro-surface and shall be constructed in accordance with the Standard Specifications except as described herein:

413.10.5 3.4 Existing durable intersection pavement markings (stop lines, arrows, words, symbols, etc.) shall be

removed in accordance with Sec 620.50. Existing durable and painted pavement marking lines (4”, 6”, 8”), may remain in place unless otherwise designated for removal elsewhere in the contract. Any temporary raised pavement markers placed on the pre-surface treatment shall be removed at no additional payment.

413.10.5 4 Application. The micro-surfacing mixture shall be spread to fill cracks and minor surface

irregularities, and shall leave a uniform surface. No lumping, balling or unmixed aggregate will be permitted. Longitudinal joints shall be placed on lane lines. Excessive overlap will not be permitted. The finished micro- surfacing shall have a uniform texture free of scratches, tears and other surface irregularities. The contractor shall repair the surface if any of the following conditions exist:

413.10.5 4.1 The contractor shall repair joints if any of these conditions exist:

413.10.5 4.2 The edges of the micro-surfacing shall follow the centerline, lane lines, shoulder lines and curb

lines. The edges shall be repaired if the edges vary more than 3 inches from a 100-foot straight line or from a 100-foot arc on a curved section. The repaired surface shall be dense with a uniform texture.

413.10.5 4.3 Any successive passes shall be separated such that each layer placed undergoes approximately 24

hours of traffic for compaction and curing to allow for water evaporation. 213413.10.5.4.4 Type IIIR applications to raise shoulders or fill ruts shall be applied with the rut spreader box, and the contractor shall place a strip as designated in the contract documents to raise an area to match the surroundings. Rutting or traffic-bearing applications, excluding shoulders, shall be crowned 1/8 to 1/4 inch per inch of depth, to allow for compaction. Shoulder applications shall drain and slope uniformly downward to the shoulder point. A Type II or Type III application may follow as a surface course if specified in the contract documents.

413.10.5 4.5 Micro-surfacing shall not be placed over steel expansion plates.

413.10.5 4.6 Tack coat shall be applied in accordance with Sec 407 prior to micro-surfacing placement at the

target rates indicated in the following table. The tack coat may be diluted at the point of manufacture to one part emulsified asphalt with up to two parts water. Upon approval of the engineer, the diluted application rate may be varied by +/- 0.02 gal/yd2 in the field, based upon the existing field conditions. The tack coat material shall be in accordance with Sec 1015 and be compatible with the micro-surfacing emulsion. Tack Coat Application Rates Surface TypeTarget Application Rate; Undiluted (gal/yd2)Target Application Rate; 2:1 Ratio (66.7%) Diluted (gal/yd2) Existing PCC and HMA pavement*0.03 0.09 * Tack coat is not required on new surface treatments (less than 1-year) such as scrub seal, seal coats, new HMA surfaces, or between micro-surfacing lifts.

413.10.5 5 Weather Limitations and Calendar Restrictions. Micro-surfacing shall not be placed when the air

or surface temperature is below 50 F; or when the forecasted low temperature for the next 48 hours, as reported by the National Weather Service, is below 40 F; or after October 1 of each calendar year. Temperatures shall be obtained in accordance with MoDOT Test Method TM 20. Micro-surfacing may be placed on a damp surface but shall not be placed on a wet surface with free standing water.

413.10.5 6 Repair of Damaged Areas. Any traffic-damaged, marred areas or deficiencies as defined in Sec

413.10.5 4 shall be repaired by the contractor at the contractor’s expense.

413.10.5 7 Incidental Construction.

413.10.5 7.1 Handwork. Areas that cannot be reached with the mixing machine shall be surfaced using hand

squeegees to provide complete and uniform coverage. Utilities shall be protected from coverage by a suitable method. Work at intersections shall be done in stages, or blotter material shall be used to allow crossing or turning movements. Regardless of the method, no marred sections will be permitted.

413.10.5 7.2 Allowable Edge Drop-Off. The contractor shall construct a maximum drop-off from the edge of

the micro-surfacing to the adjoining sections of travelable roadway or pavement, including, but not limited to, adjacent pavement at the project limits, bridges, ADA curb ramps, driveways, and crossroad intersections of no more than 0 to ¼”. The transition shall be constructed from full depth micro-surfacing at the lane line nearest to the edge drop-off, tapering uniformly over the entire lane width to the edge of the micro-surfacing at the adjoining feature or as determined by the engineer.

413.10.6 Basis of Acceptance. Acceptance shall be made no less than 60 days from the completion of the route.

Micro-surfacing will be evaluated for acceptance by the engineer based on the following criteria:

413.10.7 Method of Measurement. Final measurement of completed Type II and Type III micro-surface will

not be made except for authorized changes during construction, or where appreciable errors are found in the 214contract quantity. Where required, measurement of Type II and Type III micro-surfacing, complete in place, will be made to the nearest square yard. Measurement of Type IIIR micro-surfacing quantities for bringing the designated area to a level plane will be made to the nearest 0.1 ton of dry aggregate used, complete and accepted in place.

413.10.8 Basis of Payment. The accepted quantities of micro-surfacing will be paid for at the contract unit price

for each of the pay items included in the contract. No additional payment will be made for removing and replacing test strips. Payment for removal of durable intersection pavement markings shall be paid separately. SECTION 413.20 SCRUB SEAL.

413.20.1 Description. This work shall consist of producing and placing a polymer modified asphalt (scrub seal)

emulsion intended for use as a surface rejuvenation treatment and to fill and seal cracks.

413.20.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Aggregatea1005.3 Emulsion 1015 aAggregate substitutions may be allowed as approved by the engineer.

413.20.3 Equipment.

413.20.3 1 Aggregate Spreader. The aggregate spreader shall be self-propelled and capable of evenly spreading

aggregate.

413.20.3 2 Pneumatic Tire Roller. The pneumatic tire roller shall be in accordance with Sec 401.

413.20.3 3 Brooms. Brooms shall be capable of adequately scrubbing the mixture into the cracks and surface.

413.20.4 Construction Requirements.

413.20.4 1 Surface Preparation. The surface shall be thoroughly cleaned of all vegetation, loose material, dirt,

mud and other objectionable material immediately prior to application of the scrub seal emulsion.

413.20.4 2 Application. The scrub seal emulsion shall be uniformly applied with a pressure distributor at the

rate specified in the contract or as designated by the engineer. The mixture shall be spread to fill cracks and minor surface irregularities and shall leave a uniform surface.

413.20.4 3 Physical Characteristics for Scrub Seal Emulsion.

Properties MinimumMaximum Application rate of emulsion, gallons/sq. yarda 0.18 0.22 Emulsion Temperature, F 110 160 Application rate of aggregate, lb./sya 16 22 Time of set prior to opening, hoursb 2 aApplication rate may change, final decision will be made by the engineer. bThe final decision for opening will be made by the engineer.

413.20.4 4 Method of Placement. After proper surface preparation, a distributor truck shall place the scrub seal

emulsion at the prescribed rate. The distributor truck shall pull the broom assembly to sweep and spread the emulsion uniformly on the surface and into the cracks of the pavement. 215413.20.4.4.1 Fine aggregate shall be placed immediately after the application of the emulsion and prior to the emulsion breaking. Immediately following the aggregate spreader, a second broom assembly shall be pulled to combine the aggregate with the emulsion.

413.20.4 4.2 The pneumatic tire roller shall immediately follow the second broom and shall make a minimum of

two passes.

413.20.4 4.3 All excess sand shall be removed from the roadway, paved shoulders and paved side roads within

24 hours of application or as directed by the engineer.

413.20.4 5 Weather Limitations. The scrub seal emulsion shall not be placed on any wet surface or when the

ambient temperature or the temperature of the pavement on which the mixture is to be placed is below 60 F. Temperatures shall be obtained in accordance with MoDOT Test Method TM 20.

413.20.4 6 Damaged or Marred Areas. Any traffic damaged or marred areas shall be repaired by the

contractor at the contractor’s expense.

413.20.5 Method of Measurement. Final measurement of the completed surface will not be made except for

authorized changes during construction, or where appreciable errors are found in the contract quantity. Where required, measurement of scrub seal emulsion and mineral aggregate, complete in place, including multiple passes or courses, will be made to the nearest square yard. Measurement of individual passes or courses will not be made. The revision or correction will be computed and added to or deducted from the contract quantity.

413.20.6 Basis of Payment. The accepted quantity of scrub seal, in place, will be paid for at the contract unit

price. SECTION 413.30 ULTRATHIN BONDED ASPHALT WEARING SURFACE.

413.30.1 Description. This work shall consist of producing and placing an ultrathin bonded asphalt wearing

surface.

413.30.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows, except as modified herein: Item Section Coarse Aggregate1002.2 Fine Aggregate 1002.3 Mineral Filler 1002.4

413.30.2 1 Coarse Aggregate. Coarse aggregate may consist of crushed gravel, limestone, dolomite, porphyry,

steel slag, flint chat, or blends of two or more of these aggregates will be acceptable. When coarse aggregate for these mixes are from more than one source or of more than one type of material, the coarse aggregate shall be proportioned and blended to provide a uniform mixture. Coarse aggregate shall be material predominantly retained above the No. 4 sieve and shall be in accordance with the following requirements: Coarse Aggregate Modified Requirements Test Method Min Max Los Angeles Abrasion Value, % LossaAASHTO T 96 35 Soundness, % Loss, Sodium SulfateaAASHTO T 104 12 Flat & Elongated Ratio, % @ 3:1b ASTM D 4791 25 % Crushed, single faceb ASTM D 5821 95 % Crushed, two facesb ASTM D 5821 85 Micro-Deval, % lossa AASHTO T 327 18 aTests shall be determined on each individual ledge basis. bTested on the coarse portion of the blended aggregate 216413.30.2.2 Fine Aggregate. Fine aggregate shall be material predominantly passing the No. 4 sieve and shall be in accordance with the following requirements: Fine Aggregate Modified Requirements Tests Method MinMax Sand Equivalenta AASHTO T 17645 Methylene Bluea AASHTO T 330 10 Uncompacted Void ContentaAASHTO T 30440 aTested on the fine portion of the blended aggregate

413.30.2 3 Reclaimed Asphalt. No reclaimed asphalt pavement or reclaimed asphalt shingles are allowed.

413.30.2 4 Asphalt Binder. The asphalt binder shall be in accordance with Sec 1015, including all subsections

pertaining to PG76-22 or PG70-28.

413.30.2 5 Polymer Modified Emulsion Membrane. The emulsion shall be polymer modified and shall be in

accordance with Sec. 1015.

413.30.3 Job Mix Formula. At least 30 days prior to placing any mixture on the project, the contractor shall

submit a mix design to Construction and Materials for approval. Representative samples from each ingredient for the mix shall be submitted with the mix design.

413.30.3 1 Proficiency Sample Program. Laboratories that participate in and achieve a score of three or greater

in the AASHTO proficiency sample program for T 11, T 27, T 84, T 85, T 166, T 176, T 209, T 304 (ASTM C 1252), T 308 and T 312 will have the mixture verification process waived. The mix design shall be submitted to Construction and Materials for approval at least seven days prior to mixture production.

413.30.3 2 Required Information. The mix design shall include raw data from the design process and contain

the following information:

413.30.4 Composition of Mixture.

413.30.4 1 Asphalt Amount. The amount of asphalt binder in the mixture shall meet the following limits for the

type of mixture specified in the contract. Mix Design Criteria Type AType BType C Asphalt Content, %5.4 – 5.85.3 – 5.75.2 – 5.6

413.30.4 2 Gradation. Prior to mixing with asphalt binder, the combined aggregate gradation, including filler if

needed, shall meet the following gradation for the type of mixture specified in the contract. Mix Design Criteria Composition by Weight Percentages Type A Type B Type C Sieves% Passing% Passing% Passing 3/4 in. 100 100 1/2 in. 97 – 10085 – 100 3/8 in.100 75 – 10050 – 80 No. 440 – 55 25 – 41 25 – 41 No. 822 – 32 17 – 27 17 – 27 No. 1615 – 25 23 max.23 max. No. 3018 max.18 max.18 max. No. 5013 max.13 max.13 max. No. 10010 max.10 max.10 max. No. 2004.0 – 6.04.0 – 6.04.0 – 6.0

413.30.4 3 Film Thickness. The film thickness shall be a minimum 10.0 microns when calculated using the

effective asphalt content in conjunction with the surface area for the aggregate in the Job Mix Formula. The surface area factors can be found in Table 6.1 of the Asphalt Institute MS-2, Mix Design Methods for Asphalt Concrete and Other Hot Mix Types, Sixth Edition.

413.30.4 4 Non-Carbonate Aggregate Requirement. Mixtures containing limestone coarse aggregate shall

contain a minimum amount of non-carbonate aggregate as shown in the table below, or the aggregate blend shall have an acid-insoluble residue (A.I.R.), MoDOT Test Method TM 76, meeting the plus No. 4 sieve criteria of crushed non-carbonate material. Non-carbonate aggregate shall have an A.I.R. of at least 85 percent insoluble residue. Coarse Aggregate (+ No. 4)Minimum Non-Carbonate by Volume Limestone 30% Plus No. 4 Dolomite No Requirement

413.30.4 5 Drain Down. Drain down from the loose mixture shall not exceed 0.10 percent when tested in

accordance with AASHTO T 305.

413.30.4 6 Moisture Susceptibility. The mixture shall have a tensile strength ratio (TSR) of 80 percent or

greater when compacted to 3.7 inches with 7 ± 0.5 percent air voids and tested in accordance with AASHTO T 218283.

413.30.5 Construction Requirements.

413.30.5 1 Weather Limitations. A damp pavement surface may be acceptable for placement if free of standing

water and favorable weather conditions are expected to follow. Mix shall not be placed if the air temperature or the temperature of the surface on which the mixture is to be placed is below 50 F, the surface is wet or frozen, or weather conditions prevent the proper handling or finishing of the mixture. Temperatures shall be obtained in accordance with MoDOT Test Method TM 20.

413.30.5 2 Paver. The paver shall be capable of spraying the polymer modified asphalt emulsion membrane,

applying the hot mix asphalt overlay and leveling the surface of the mat in one pass. Wheels or other parts of the paving machine shall not come in contact with the polymer modified emulsion membrane before the hot mix asphalt concrete wearing course is applied. The screed shall have the ability to crown the pavement at the center and shall have vertically adjusted extensions to accommodate the desired pavement profile.

413.30.5 3 Surface Preparation. Immediately prior to placing the ultrathin bonded asphalt wearing surface, the

roadway surface shall be thoroughly cleaned of all vegetation, loose material, dirt, mud and other objectionable material. All non-working surface cracks with an opening size exceeding 1/4 inch and any size working crack shall be sealed prior to placement of the ultrathin bonded asphalt wearing surface. Immediately prior to spraying the polymer modified emulsion membrane, the surface shall be free of fresh bituminous mix. The ultrathin bonded asphalt wearing surface shall not be placed until the sealant has cured. Curing time of sealant shall be in accordance with the manufacturer’s recommendations.

413.30.5 4 Application of Membrane. The polymer modified emulsion membrane application shall be applied

in accordance with the manufacturer’s recommendations. The sprayer shall accurately and continuously monitor the rate of spray and shall provide a uniform application across the entire width to be overlaid.

413.30.5 4.1 Adjusting Membrane Rate. The engineer may make adjustments to the spray rate based on the

existing pavement surface conditions and the recommendations of the polymer modified emulsion membrane manufacturer.

413.30.5 4.2 Application Rate of Membrane. Unless otherwise shown on the plans, the target field application

rate of the asphalt emulsion shall be as follows for the type of mixture specified in the contract. Membrane Application Rate Mixture TypeField Application Rate (gal/sy) Type A 0.17 Type B and C 0.20

413.30.5 4.2.1 Tolerance for Membrane Application Rate. At any given time during placement, the

application rate of the asphalt emulsion shall be within 0.02 gal/sy of the target field application rate in the table or as indicated in the plans. The yield of the application rate over the entire project area shall be within 0.01 gal/sy of the target field application rate given in the table or as indicated in the plans.

413.30.5 5 Application of Mixture. The hot mix asphalt concrete shall be applied at a temperature of 290 to

330 F and shall be spread over the polymer modified emulsion membrane immediately after application of the polymer modified emulsion. The hot asphalt concrete wearing course shall be placed over the full width of the polymer modified emulsion membrane with a heated vibratory-tamping bar screed.

413.30.5 5.1 Handwork. For handwork, the hot mix asphalt shall be applied within five minutes after the

application of the polymer modified emulsion.

413.30.5 5.2 Application Rate of Mixture. The target application rate of the ultrathin bonded asphalt wearing

course shall be as shown on the plans. The application rate shall be adjusted to minimize fracturing of the top size aggregate by the screed. The engineer will determine the acceptable extent of fracturing at the edges for tapering purposes. 219413.30.5.6 Rolling. Rolling of the wearing course shall consist of no more than three passes immediately following placement of the ultrathin bonded asphalt wearing course with a steel, double-drum, asphalt roller with a minimum weight of 10 tons. All rolling shall be completed before the material temperature has fallen below 195 F. Rollers shall be equipped with a functioning water system and scrapers to prevent adhesion of the fresh mix onto the roller drums. An acceptable release agent approved by the engineer may be added to the water system to prevent adhesion of the fresh mix to the roller drum and wheels. Rolling shall be done in the static mode. Excessive rolling to the extent of aggregate degradation will not be permitted. The engineer will determine the acceptable extent of fracturing at the edge of the pavement from the rolling operation. New pavement shall not be opened to traffic nor shall any roller sit idle on the pavement until the rolling operation is complete and the material has been cooled below 140 F.

413.30.5 7 Bituminous Mixing Plants. Bituminous mixing plants and preparation of materials and mixtures

shall be in accordance with Sec 404.

413.30.5 8 Hauling Equipment. Trucks used for hauling bituminous mixtures shall be in accordance with Sec

404.

413.30.5 9 Wearing Course. The finished wearing course shall have a minimum thickness of 1/2 inch for Type

A, 3/4 inch for Type B, and 3/4 inch for Type C.

413.30.5 10 Pavement Marking. Pavement marking shall be replaced in accordance with Sec 620.

413.30.5 11 Acceptance. Acceptance will be based on test results indicating that the ultrathin bonded asphalt

wearing surface meets the specification requirements, the contractor following the approved QC Plan, and favorable comparison of the contractor’s QC test and the engineer’s QA test.

413.30.6 Quality Control.

413.30.6 1 Quality Control Operations. Quality control shall be conducted in accordance with Sec 403.17,

except as follows.

413.30.6 1.1 Aggregate Gradation. Sieve analysis shall be performed for every 600 tons of mixture produced

Test shall be performed in accordance with AASHTO T 27 from randomly sampled material taken from the composite cold feed belt or the hot bins.

413.30.6 1.2 Asphalt Content. The asphalt binder content shall be determined for each 600 tons of mixture

produced. Test shall be performed in accordance with AASHTO T 287 or AASHTO T 308. Samples for determination of the asphalt binder content shall be retrieved from the hot elevator at the asphalt plant or from the transport truck at the plant by random sampling.

413.30.6 1.3 Deleterious Content. Deleterious content shall be determined for every 600 tons of mixture

produced. Test shall be performed in accordance with MoDOT Test Method TM 71 from randomly sampled material taken from the composite cold feed belt.

413.30.6 2 Gradation and Asphalt Binder Tolerances. The total aggregate gradation shall be within the range

specified in Sec 413.30.4.2 and the maximum variations from the approved job mix formula shall be within the following tolerances: Gradation and Asphalt Binder Tolerances Percent Passing Sieves Type AType BType C 3/4 in. - - - 1/2 in. - - ± 5.0 3/8 in. - ± 5.0 - No. 4 ± 5.0± 4.0± 4.0 No. 8 ± 4.0± 4.0± 4.0 No. 16 ± 4.0 - - No. 200 ± 1.0± 1.0± 1.0 220Asphalt Content, % ± 0.3± 0.3± 0.3

413.30.6 3 Deleterious Content Tolerance. The deleterious content of the material retained on the No. 4 sieve

shall not exceed the limits specified in Sec 1002.2.

413.30.6 4. Verifying Membrane Rate. The application rate of the polymer emulsion membrane shall be

verified by dividing the volume of polymer modified emulsion membrane used by the area of paving for that day.

413.30.6 5 Mix Adjustments. The contractor may make field adjustments to the job mix formula as noted

herein. The adjusted job mix formula shall be in accordance with the mix design requirements of Sec 413.30.4. The engineer shall be notified prior to making any change in the cold feed settings, the hot bin settings or the binder content. No additional fractions of material or new material will be permitted for field adjustments.

413.30.6 6 Defective Areas. The contractor shall remove and replace defective areas at the contractor’s expense

with material meeting specification requirements as directed by the engineer.

413.30.7 Quality Assurance. Quality assurance will be conducted in accordance with Sec 403 except as

follows.

413.30.7 1 Sampling Frequency. Corrective action shall be taken by the contractor if any QA tests are outside

the QC tolerances shown in Sec 413.30.6.2. The engineer will, at a minimum, independently sample and test at the following frequency: Sample Frequency Aggregate Gradation 1 per day Asphalt Binder Content1 per day Deleterious Content 1 per day

413.30.7 2 Testing Retain Samples. The engineer will test, at a minimum, one retained QC gradation sample

and one retained QC asphalt binder content sample per calendar week. The engineer’s test results, including all raw data, will be made available to the contractor by the next working day.

413.30.7 2.1 Aggregate Comparison. A favorable aggregate comparison will be achieved when test results are

within the specified tolerances shown in Sec 403.18.3.

413.30.7 2.2 Asphalt Content Comparison. A favorable asphalt content will be achieved when test results are

within 0.3 percent.

413.30.8 Method of Measurement. Final measurement of the completed surface will not be made except for

authorized changes during construction, or where appreciable errors are found in the contract quantity. Where required, measurement of ultrathin bonded asphalt wearing surface, complete in place, will be made to the nearest square yard. The revision or correction will be computed and added to or deducted from the contract quantity.

413.30.9 Basis of Payment. The accepted quantity of ultrathin bonded asphalt wearing surface will be paid for

at the contract unit price. SECTION 413.31 BONDED HOT MIX ASPHALT USING POLYMER MODIFIED EMULSION MEMBRANE.

413.31.1 Description. This work shall consist of the placement of a Polymer Modified Emulsion Membrane

prior to a bituminous overlay of hot asphaltic concrete pavement. The Polymer Modified Emulsion Membrane shall be spray applied immediately prior to the application of the hot asphaltic concrete pavement so as to produce a homogeneous surface in accordance with Secs 401, 402, or 403.

413.31.2 Materials. The Polymer Modified Emulsion Membrane shall be in accordance with Sec 1015.20.6.2.

221413.31.3 Construction Requirements. The asphaltic concrete pavement shall be placed in accordance with Secs 401, 402, or 403, except as modified herein.

413.31.4 Equipment. No wheel, track or other part of the paving machine or any hauling equipment shall come

in contact with the Polymer Modified Emulsion Membrane before the asphaltic concrete pavement mixture is applied.

413.31.5 Application of Polymer Modified Emulsion Membrane.

413.31.5 1 The Polymer Modified Emulsion Membrane shall be sprayed at a temperature of 120 - 180°. The

sprayer shall accurately and continuously monitor the application rate and provide a uniform coverage across the entire width to be overlaid. The target application rate of the asphalt emulsion membrane shall be 0.20 gallons per square yard. The Engineer may make adjustments to the application rate based upon the existing pavement surface conditions and the recommendations of the Polymer Modified Emulsion Membrane supplier; however, the application rate shall be within +/- 0.05 gallon per square yard of the target application rate.

413.31.5 2 The application rate of the Polymer Modified Emulsion Membrane shall be verified by dividing the

volume (of Polymer Modified Emulsion Membrane used) by the area of paving for that day.

413.31.5 3 No water shall be added to the Polymer Modified Emulsion Membrane.

413.31.6 Method of Measurement. Measurement of the Polymer Modified Emulsion Membrane shall be based

on the volume in gallons in accordance with Sec 1015.

413.31.7 Basis of Payment. The accepted quantity of the Polymer Modified Emulsion Membrane will be paid

for at the contract unit price. SECTION 413.40 BITUMINOUS FOG SEALING.

413.40.1 Description. This work shall consist of furnishing diluted asphalt emulsion and preparing and sealing

surfaces by means of a bituminous distributor.

413.40.2 Material. Asphalt emulsion grades SS-1, SS-1H, CSS-1, or CSS-1H shall be in accordance with Sec

1015 and shall be used unless otherwise directed by the engineer.

413.40.3 Equipment. The distributor shall be designed, equipped, maintained and operated such that liquid

asphalt at even heat may be applied uniformly on variable widths of surface up to 15 feet at readily determined and controlled rates from 0.02 to 1.00 gallon per square yard, with uniform pressure, and with an allowable variation from any specified rate not to exceed 0.02 gallon per square yard. The distributor equipment shall include a tachometer, pressure gauges, a calibrated tank and a thermometer for measuring temperatures of tank contents. Distributors shall be equipped with a power unit for the pump, and with full circulation spray bars adjustable both laterally and vertically. The calibration of all distributors shall be approved by the engineer prior to use, and the contractor shall furnish all equipment, material and assistance necessary if calibration will be required.

413.40.4 Construction Requirements.

413.40.4 1 Asphalt emulsion shall be applied only during weather conditions under which satisfactory

application and curing can be obtained. Asphalt emulsion shall not be placed on a damp or wet surface except as approved by the engineer. The surface shall be free of objectionable material prior to sealing.

413.40.4 2 The asphalt emulsion shall be diluted with water prior to application. The dilution rate shall be as

shown on the plans or as directed by the engineer. The contractor shall provide documentation to the engineer that the specified coating system has been properly diluted.

413.40.4 3 The diluted asphalt emulsion shall be uniformly applied at the rate of 0.20 gallon per square yard

surface. The application rate may be adjusted as directed by the engineer. Application widths shall be such that the entire surface is covered in one application. 222413.40.4.4 Care shall be taken such that asphalt emulsion is applied only to designated areas. Sand dams or other approved means may be necessary to prevent emulsion from being applied outside of designated areas. Pavement marking obliterated by this operation shall be replaced by the contractor at the contractor’s expense in accordance with Sec 620, unless otherwise provided for in the contract.

413.40.4 5 After application of the sealant, the surface shall be tack-free and capable of being open to traffic

within four hours without tracking.

413.40.5 Method of Measurement. Measurement of the undiluted asphalt emulsion, complete in place and

accepted by the engineer, will be made to the nearest gallon in accordance with Sec 1015.

413.40.6 Basis of Payment. The accepted quantity of bituminous fog seal will be paid for at the contract unit

price for undiluted asphalt emulsion for seal that is mixed and used on the project. Diluted asphalt emulsion that is delivered to the job site, but not applied to the surface, will not be considered for payment. No direct payment will be made for sand. SECTION 413.50 BITUMINOUS PAVEMENT CRACK SEALING.

413.50.1 Description. This work shall consist of preparing and sealing all working transverse and longitudinal

cracks in bituminous pavement as shown on the plans or as directed by the engineer.

413.50.2 Material. The sealant shall be a single-component material in accordance with Type II sealant

requirements in ASTM D 6690, except as herein modified.

413.50.2 1 The sealant shall be capable of being reheated to pouring temperatures at least once after the initial

heating, while retaining the sealant’s physical characteristics.

413.50.2 2 Penetration at 77 F, 50 grams, 5 seconds, shall be no less than 50 or greater than 90.

413.50.2 3 When tested at 77 F, the resilience recovery shall be a minimum of 50 percent.

413.50.2 4 The sealant shall meet all physical requirements after prolonged heating for six hours with constant

mixing in a laboratory melter at the recommended field pouring temperature, complete cool down, and reheating to the recommended pouring temperature.

413.50.3 Construction Requirements.

413.50.3 1 The engineer will mark the cracks to be sealed. Sealant shall not be placed when the pavement is

wet, or when the ambient or pavement temperature falls below 40 F. The contractor shall furnish to the engineer the manufacturer’s recommendations for mixing and application, including temperature restrictions, and shall prepare and apply the crack sealant in accordance with the manufacturer’s recommendations.

413.50.3 2 Cracks shall be routed or sawed to provide a reservoir centered over the existing crack. The reservoir

shall be slightly larger than the existing crack, with a minimum size of 1/2-inch wide x 1/2-inch deep. The crack shall be clean, free from all loose and foreign material, and dry, prior to application of the sealant. Loose material on the surface within 2 inches of the crack shall be removed to permit proper adhesion.

413.50.3 3 The sealant shall be applied to the reservoir from the bottom up. The reservoir shall be slightly

overfilled and excess material squeegeed with a V or U-shaped squeegee, level to the adjoining surface pavement forming a wipe zone 3 to 4 inches wide.

413.50.3 4 The contractor shall apply a light coating of sand or other blotting material to the surface of the

newly placed sealant if traffic results in tracking of the crack sealing material.

413.50.4 Method of Measurement. Measurement of crack sealing will be made to the nearest linear foot of

cracks sealed, complete in place, and accepted by the engineer.

413.50.5 Basis of Payment. The accepted quantity of pavement crack sealing will be paid for at the contract

unit price. 223SECTION 413.60 PORTLAND CEMENT CONCRETE PAVEMENT JOINT/CRACK SEALING.

413.60.1 Description. This work shall consist of preparing and resealing all existing transverse and longitudinal

joints, and working transverse and longitudinal cracks in Portland cement concrete pavement (PCCP) as shown on the plans or as directed by the engineer.

413.60.2 Material. Sealant material shall be in accordance with Sec 1057.

413.60.3 Construction Requirements.

413.60.3 1 The engineer will mark the existing joints and cracks to be sealed. The sealant shall not be placed

when the pavement is wet, or when the ambient or pavement temperature falls below 40 F. The contractor shall furnish to the engineer the manufacturer’s recommendations for mixing and application, including temperature restrictions, and shall prepare and apply the crack sealant in accordance with the manufacturer’s recommendations.

413.60.3 2 Cracks shall be routed or sawed to provide a reservoir centered over the existing crack. The reservoir

shall be slightly larger than the existing crack, with a minimum size of 3/8-inch wide x d/4 deep, where d is the thickness of the pavement. The joint/crack shall be clean, free from all loose and foreign material, including existing sealant, and dry prior to application of the sealant.

413.60.3 3 Sealant shall be applied to the joint or reservoir uniformly from the bottom to 1/2 inch from the top.

Any excess material shall be removed from the pavement surface.

413.60.4 Method of Measurement. Measurement of crack sealing will be made to the nearest linear foot of

cracks sealed, complete in place, and accepted by the engineer.

413.60.5 Basis of Payment. The accepted quantity of pavement crack sealing will be paid for at the contract

unit price. SECTION 413.70 BITUMINOUS PAVEMENT CRACK FILLING.

413.70.1 Description. This work shall consist of preparing and filling all cracks in bituminous pavement as

shown on the plans or as directed by the engineer.

413.70.2 Material. Filler material shall be in accordance with one of the following:

Item Section Asphalt Binder 1015.3 Polymer Modified Emulsion1015.20.5 Crack Sealing Material 413.50.2

413.70.3 Construction Requirements.

413.70.3 1 The engineer will mark the cracks to be filled. Filler material shall not be placed when the pavement

is wet, or when the ambient or pavement temperature falls below 40 F. The contractor shall furnish to the engineer the manufacturer’s recommendations for mixing and application, including temperature restrictions, and shall prepare and apply the crack filler material in accordance with the manufacturer’s recommendations.

413.70.3 2 The crack shall be clean, free from all loose and foreign material, and dry prior to application of the

filler material. Loose material on the surface within 2 inches of the crack shall be removed to permit proper adhesion.

413.70.3 3 Filler material shall be applied to the crack from the bottom up. The crack shall be slightly overfilled

and excess material squeegeed with a V or U-shaped squeegee, level to the adjoining surface pavement forming a wipe zone 3 to 4 inches wide. 224413.70.3.4 The contractor shall apply a light coating of sand or other blotting material to the surface of the newly placed filler if traffic results in tracking of the crack sealing material.

413.70.4 Method of Measurement. Measurement of crack filling will be made to the nearest linear foot of

cracks filled, complete in place, and accepted by the engineer.

413.70.5 Basis of Payment. The accepted quantity of pavement crack filler will be paid for at the contract unit

price. SECTION 413.80 PORTLAND CEMENT CONCRETE PAVEMENT CRACK FILLING.

413.80.1 Description. This work shall consist of preparing and filling all cracks in PCCP, as shown on the plans

or as directed by the engineer.

413.80.2 Material. Filler material shall be in accordance with Sec 413.50.2 or Sec 1057.

413.80.3 Construction Requirements.

413.80.3 1 The engineer will mark the existing cracks to be filled. Filler material shall not be placed when the

pavement is wet, or when the ambient or pavement temperature falls below 40 F. The contractor shall furnish to the engineer the manufacturer’s recommendations for mixing and application, including temperature restrictions, and shall prepare and apply the crack filler material in accordance with the manufacturer’s recommendations.

413.80.3 2 The crack shall be clean, free from any loose and foreign material, and dry prior to application of the

filler material.

413.80.3 3 Filler material shall be applied to the crack uniformly from the bottom to 1/2 inch from the top. Any

excess material shall be removed from the pavement surface.

413.80.4 Method of Measurement. Measurement of crack filling material will be made to the nearest linear

foot of cracks sealed, complete in place, and accepted by the engineer.

413.80.5 Basis of Payment. The accepted quantity of pavement crack filler will be paid for at the contract unit

price. 225SECTION 501 CONCRETE 501.1 Description. Concrete shall consist of a mixture of cement, fine aggregate, coarse aggregate and water, combined in the proportions specified for the various classes. Admixtures may be added as specifically required or permitted. 501.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Coarse Aggregatea 1005.2 Fine Aggregatea 1005.3 Ground Granulated Blast Furnace Slag1017 Fly Ash 1018 Cement 1019 Concrete Admixture 1054 Concrete Tinting Material 1056 Water 1070 aRegardless of the gradation of the coarse and fine aggregate used in concrete for pavement or base, the aggregate shall meet the quality requirements of coarse and fine aggregate for concrete pavement. 501.2.1 Aggregate Acceptance. Quality control (QC) sampling and testing will be performed by the contractor and quality assurance (QA) sampling and testing will be performed by the engineer for aggregate in Portland cement concrete masonry in accordance with the following table at the last possible point of incorporation into the project. Aggregate samples may be taken either by sampling the flowing aggregate stream or upon approval by the engineer, from the stockpile. Item PropertyQC Test FrequencyQA Test Frequency Portland Cement Concrete MasonryGradation of Coarse Aggregate - AASHTO T 27 and T 11 One per 500 cubic yards per fraction per project.One QC split per 2,500 cubic yards with a minimum of one per project. One independent QA per project for > 500 cubic yards.Gradation of Fine Aggregate - AASHTO T 27 and T 11 Deleterious Content - MoDOT Test Method TM 71 Absorption of Coarse Aggregate - AASHTO T 85 Thin or Elongated Pieces - ASTM D 4791 (+3/4 in., 5:1)One per source per project.One per source per year. 501.2.2 Retained Samples. The contractor shall retain the QC split sample, obtained as specified in Sec

502.11.2 1.5, for seven days until requested by the engineer for comparison testing. A comparison will be

considered favorable when the QA results of a QC retained sample are within the applicable limits specified in Sec 403.18.3. 501.3 Mix Design. The proportions of cement, fine aggregate and coarse aggregate for concrete shall be approved by the engineer within the applicable limits of the specifications for the class of concrete specified in the contract. The contractor shall submit a mixture designed by absolute volume methods or an optimized mix design method such as Shilstone method or other recognized optimization method. Optimized will refer to aggregate gradations that produce lower water demands, as well as improved workability and finishing characteristics. The target and allowable gradation range of each fraction shall be included. The contractor may 226be required to submit representative samples of each ingredient to Construction and Materials for laboratory testing. 501.3.1 Required Information. The concrete mix design shall contain the following information:

501.10 Air-Entrained Concrete. Air content for all classifications of concrete shall be determined in

accordance with AASHTO T 152. Air-entrained concrete shall be used for the construction of the following items:

501.10.1 Other Concrete. All other concrete, except seal concrete, may be air-entrained but only in accordance

with the requirements of these specifications.

501.10.2 Air Content Limitations. When air-entrained concrete is used, the mix design target range for

quantity of air content by volume shall not be less than 4.5 percent or greater than 7.5 percent. When field measured air content exceeds 7.5 percent, but is less than or equal to 9.0 percent, the concrete may be placed if allowed by the contractor's quality control plan and at the contractor's risk that all other concrete requirements will be met, including strength. When field measured air content is less than 4.5 percent, the concrete may be re- dosed with air entrainment admixture in accordance with Section 501.10.4. Under no circumstances shall any concrete be incorporated into the work with an air content less than 4.5 percent or greater than 9.0 percent.

501.10.3 Incorporation Procedures. Air-entraining admixtures shall be added to the concrete during the

mixing process. The admixture shall be of such volume and strength that the admixture can be accurately measured and dispensed in accordance with the manufacturer’s recommendations. The dispenser shall consistently deliver the required quantity of admixture within a tolerance of ± 3 percent. 233501.10.4 Re-Dosing. When the measured air content is below the minimum specified limit, the contractor will be allowed one attempt per mixer truckload to re-dose the concrete in the field. The contractor shall immediately contact the concrete supplier to make adjustments to all remaining truckloads so they arrive within specifications. If no adjustments are made, re-dosing will not be allowed for subsequent truckloads. The contractor shall obtain approval of the Re-Dosing Plan from the engineer prior to the start of work. The Re- Dosing Plan shall address the following:

501.11 Concrete Admixtures for Retarding Set. If specified in the contract, an approved retarding admixture

shall be provided and incorporated into the concrete. If not specified in the contract, the use of an approved retarding admixture will be permitted upon written notification from the contractor. Any retarding admixture shall be added in accordance with Sec 501.10.3 by means of a dispenser conforming to the requirements of that section. No direct payment will be made for furnishing the retarding admixture or for incorporating the admixture into the mixture.

501.12 Water-Reducing Admixtures. Type A water-reducing admixtures may be used in any concrete. When

Type A water-reducing admixture is added to pavement concrete for paving purposes, a reduction of cement up to 25 lbs per cubic yard will be permitted. The dosage rate of Type A water-reducing admixture shall be within the ranges recommended by the manufacturer and approved by the engineer. Any cementitious material substitution permitted by specification shall be based on the reduced cement content. Water-reducing admixtures shall be added in accordance with Sec 501.10.3 by means of a dispenser conforming to the requirements of that section. High range water-reducing admixtures may be used when specified or as approved by the engineer.

501.12.1 Modified B-2 Utilized. Modified B-2 concrete shall use a Type A or Type D water-reducer admixture.

501.12.2 Silica Fume and Metakoalin Utilized. Concrete utilizing silica fume or metakaolin shall use a water-

reducer admixture that may be added by hand methods. The amount of water contained by the water-reducer admixture shall be included in the overall water content of the concrete.

501.12.3 Consistency Requirement. When a water-reducer admixture is used the maximum allowed slump

may be increased to 6 inches for all concrete classes. The concrete shall be homogeneous with no aggregate segregation.

501.13 Accelerating Admixtures. The use of calcium chloride or other approved accelerating admixtures in

concrete mixtures will not be permitted, except in concrete used for pavement repair in accordance with Sec 613.

501.13.1 Incorporating Calcium Chloride. Calcium chloride shall be incorporated into the concrete mix in

solution form using water. The water used for the solution shall to be accounted for in the approved mix design.

501.13.2 Amount of Calcium Chloride. The amount of calcium chloride shall not exceed 2 percent by mass of

the cementing material, unless otherwise approved by the engineer.

501.14 Supplementary Cementitious Materials in Concrete. The contractor may use fly ash, GGBFS, silica

fume or metakaolin in the production of concrete in accordance with these specifications. Ternary mixes will be allowed for all concrete classes. Ternary mixes are mixes that contain a combination of Portland cement and two supplementary cementitious materials. Supplementary cementitious materials may be used to replace a maximum of 40 percent of the Portland cement. The amount of each supplementary cementitious materials used in a ternary mix shall not exceed the limits specified herein.

501.14.1 Fly Ash. Approved Class C or Class F fly ash may be used to replace a maximum of 25 percent of the

Portland cement on a pound for pound basis in all concrete. 234501.14.2 Ground Granulated Blast Furnace Slag. Approved GGBFS may be used to replace a maximum of 30 percent of the Portland cement on a pound for pound basis in all concrete.

501.14.3 Silica Fume. Approved silica fume may be used to replace a percent of the Portland cement on a

pound for pound basis. The following limits shall apply when silica fume is used: Silica Fume Replacement Limits, % Class of Concrete MinimumMaximum MB-2 6 8 A-1, B, B-1, B-2, PCCP, Seal ---- 8

501.14.3 1 Silica Fume Requirements. Silica fume shall be approved prior to use and be in accordance with

ASTM C 1240, except as noted herein. If dry compacted form, the admixture shall be 100 percent silica fume with no admixtures. Silica fume slurries may contain other approved admixtures, such as water reducers or retarders, if the admixtures are included by the manufacturer of the silica fume admixture.

501.14.3 2 Manufacturer Certification. The contractor shall furnish to the engineer a manufacturer’s

certification along with the brand name, batch identification, quantity represented, percent solids and the type, name and quantity of any admixtures, that are provided in the silica fume admixture.

501.14.3 3 Silica Fume Test Results. The manufacturer’s certification shall contain results of recent tests

conducted on samples of the silica fume material taken during production or transfer and indicating conformance with Tables 1 and 3 of ASTM C 1240 and this specification. The supplier shall further certify that the material being furnished is in accordance with this specification.

501.14.3 4 Silica Fume Approval. For approval prior to use, the supplier shall furnish the same information to:

Construction and Materials, P.O. Box 270, Jefferson City, MO 65102, along with any requested samples for testing.

501.14.3 5 Silica Fume Slurry. Liquid silica fume admixture shall be protected from freezing at all times.

501.14.3 6 Admixture Compatibility. All admixtures used shall be compatible with the silica fume admixture

and shall be recommended or approved in writing by the manufacturer of the silica fume admixture.

501.14.4 Metakaolin. Approved metakaolin may be used to replace a maximum of 15 percent of the Portland

cement on a pound for pound basis in all concrete.

501.14.4 1 Metakaolin Requirement. Metakaolin shall be approved prior to use and be in accordance with

AASHTO M321.

501.14.4 2 Manufacturer Certification. The contractor shall furnish to the engineer a manufacturer’s

certification along with the brand name, batch identification and quantity represented.

501.14.4 3 Metakaolin Test Results. The manufacturer’s certification shall contain results of recent tests

conducted on samples of the metakaolin taken during production or transfer and indicating conformance with AASHTO M321 and this specification. The supplier shall further certify that the material being furnished is in accordance with this specification.

501.14.4 4 Metakaolin Approval. For approval prior to use, the supplier shall furnish the same information to:

Construction and Materials, P.O. Box 270, Jefferson City, MO 65102, along with any requested samples for testing.

501.14.5 Source Changes. Changes in class or source of fly ash, grade and source of GGBFS, brand and source

of silica fume or brand and source of metakaolin used in concrete structures will be permitted only with written approval from the engineer. Only fly ash, GGBFS, silica fume or metakaolin resulting in concrete of the same color shall be used in any individual unit of the structure. 235501.14.6 Mix Proportions. When fly ash, GGBFS, silica fume or metakaolin is used, an adjustment in design mix proportions will be required to correct the volume yield of mixture. Approval shall be obtained from the engineer prior to any change in mix design or proportions.

501.14.7 Mixing Water. Maximum mixing water shall be based on total cementitious material. The quantity of

mixing water in the concrete shall be considered the net quantity after proper allowance has been made for absorption by the aggregate.

501.14.8 Measuring Fly Ash and Ground Granulated Blast Furnace Slag. Fly ash or GGBFS shall be

measured in the same manner and with the same accuracy as cement. Fly ash or GGBFS may be weighed separately on the same scale as cement, provided the scale increments are such that the specified weighing accuracy can be maintained. If the fly ash or GGBFS is weighed together with the cement, the cement shall be weighed first and the accuracy shall apply to the combined weight.

501.14.9 Measuring Silica Fume and Metakaolin. Silica fume or metakolin shall be measured by weight or

volume within a tolerance of plus or minus 2 percent.

501.14.10 Silica Fume and Metakaolin Batching Sequence. Silica fume or metakaolin shall be added at the

plant at the same point in the batch sequence as recommended by the manufacturer of the material . The silica fume or metakaolin may be added by hand methods.

501.14.11 Calculating Silica Fume Solids. For silica fume solutions, the quantity of liquid silica fume

admixture needed to furnish the required silica fume solids shall be calculated based on the weight per gallon and percent solids of the silica fume admixture being used.

501.14.12 Measuring Cementitious Materials. Fly ash, GGBFS, silica fume or metakaolin will be considered

as cement when measuring mixing time.

501.15 Commercial Mixture. If specified in the contract that an approved commercial mixture of concrete may

be used, the contractor shall notify the engineer in writing, setting out for approval the source and proportions of the mixture proposed to be furnished. The statement shall include the following:

501.15.1 Minimum Cement Content. The concrete shall contain no less than 517 pounds of cement per cubic

yard. The use of fly ash, GGBFS, silica fume or metakaolin shall be in accordance with Sec 501.14. The plant shall comply with other requirements of these specifications or be as approved by the engineer. The concrete will be subject to acceptance or rejection by visual inspection at the job site.

501.15.2 Certification. The supplier shall furnish certification with the first truck load of each day's production

of concrete that the material and mix proportions used are in accordance with the approved mixture. Upon completion of the work, plant certification shall be furnished by the supplier for the total quantity delivered. 236SECTION 502 PORTLAND CEMENT CONCRETE BASE AND PAVEMENT 502.1 Description. This work shall consist of constructing a Portland cement concrete base or pavement, with or without reinforcement as specified, shown on the plans or directed by the engineer. 502.2 Material. All material, proportioning, air-entrainment, mixing, slump and transporting for Portland cement concrete shall be in accordance with Sec 501. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Emulsified Asphalt (SS-1, SS-1H, CSS-1 or CSS-1H)1015 Steel Welded Wire Reinforcement for Concrete 1036 Concrete Curing Material 1055 Material for Joints 1057 502.3 Equipment. Equipment and tools necessary for handling material and performing all parts of the work shall be satisfactory to the engineer as to design, capacity and mechanical condition. The equipment shall be at the job site sufficiently ahead of the start of construction operations to be examined thoroughly by the engineer and shall be in accordance with the following: 502.3.1 Batching Plant, Mixer and Hauling Equipment. The batching plant, mixer, water measuring equipment, weighing and hauling equipment shall be in accordance with Sec 501. 502.3.2 Slip-Form Construction. Concrete base or pavement may be constructed by the use of sliding form methods. Slip-form construction shall be in accordance with these specifications. 502.3.2.1 Consolidating and Finishing Equipment. The concrete shall be consolidated and finished by a slip- form paver designed to spread, consolidate and shape the concrete in one complete pass of the machine in such a manner to provide a smooth, dense and homogeneous pavement in conformance with the plans and specifications. No apparent slumping of the concrete shall occur within 6 inches of the pavement edge. If necessary to stop the forward movement of the paver, the vibratory and tamping elements shall be stopped immediately. 502.3.3 Vibrators. Vibrators used for full width vibration of the concrete shall be of the internal type. Vibrating equipment shall be operated in accordance with the manufacturer's recommendation at a frequency to provide satisfactory results, but shall be no less than 4500 impulses per minute. Hand vibrators shall have a frequency of no less than 4500 impulses per minute. The contractor shall have a tachometer available at all times for checking the vibration frequency. 502.3.4 Concrete Saw. If sawed joints are required, equipment shall be capable of providing a groove of the specified dimensions in the concrete. Equipment shall be a wet-cut saw, referred to as a “conventional concrete saw” or a lighter weight dry-cut saw, referred to as an “early-entry concrete saw,” used to establish joints sooner than the conventional saw. 502.3.5 Equipment for Sealing Joints. An approved double boiler-type heating kettle equipped with a mechanical agitator and a satisfactory temperature indicating device shall be required. The equipment shall be capable of heating the joint sealing material uniformly without damage. 502.3.6 Auxiliary Equipment. Auxiliary equipment shall be available at all times as follows:

502.10 Material Acceptance. Acceptance will be based on the following criteria being met:

502.10.1 Lot Definition. A lot shall be the surface area placed in a single day. Each lot shall be divided into no

less than four or more than six sublots of equal surface area. For high daily production rates exceeding 7,500 square yards per day, the contractor may choose to divide the day’s production into two equal lots consisting of no less than four or more than six sublots each. The contractor shall notify the engineer of the size of the sublot or of the decision to divide a day’s production into two equal lots prior to taking any core samples. When a day’s production involves less than 600 square yards, combine the following day’s or days’ production to reach 600 square yards and treat as a single lot, except while completing a particular mix design or project, in which case combine with the previous day’s production and treat as a single lot. If a project has less than 7,500 square yards of a particular mix type, the lot will be defined as the plan quantity shown in the contract documents.

502.10.2 Sampling. One QC sample shall be taken for each sublot and a minimum of one QA sample shall be

taken per lot. A sample shall be taken from the finished concrete consisting of a 4-inch diameter core for concrete bases or pavements less than 12 inches thick and a 6-inch diameter core for concrete bases or pavements 12 inches or greater. Sampling locations will be determined by the engineer using random sampling procedures in accordance with ASTM D 3665.

502.10.3 Coring. Cores shall be taken in accordance with AASHTO T 24. Cores shall not be taken until a

minimum compressive strength of 3,000 psi has been attained. Cores shall be neatly cut with a core drill. The contractor shall furnish all tools, labor and material for cutting samples and filling the cored hole. The contractor shall fill the core holes with an approved non-shrink grout within one day after sampling.

502.10.3 1 Testing Cores. The core thickness shall be determined by the average caliper measurement in

accordance with AASHTO T 148. After the thickness is determined, the cores shall be sawed to an L/D ratio of 2.0 and tested in accordance with AASHTO T 22. Cores shall not be taken until a minimum compressive strength of 3,000 psi has been attained. The contractor shall determine the compressive strength by approved methods. Cores shall be tested for compressive strength 28 days after placement.

502.10.3 2 Pavement Thickness after Diamond Grinding. If the contractor elects to diamond grind to

improve smoothness or surface texture, in accordance with Sec 610.5.1.3 and 610.5.1.4, then pavement thickness determination will be made after all smoothness correction has been completed. Cores shall be 4 inch in diameter. Location of coring will be determined by the engineer using random sampling procedures in accordance with ASTM D 3665.

502.10.4 Quality Level Analysis. Compressive strength and thickness shall be evaluated for acceptance on a

lot-by-lot basis using a Quality Level Analysis (QLA). The QLA will consider the variability (standard deviation) of the material and the testing procedures, as well as the average (mean) value of the test results to calculate the percentage of material that is above the lower specification tolerance limit (LSL) for compressive strength and thickness.

502.10.4 1 Determine Quality Index. The Percent Within Limits (PWL) will be based on the mean, standard

deviation and quality index of each lot's test results as follows:

502.10.4 2 Determine Percent Within limits. The upper (PWLU) and lower (PWLL) will be determined from

Table I. Total percent within limits is: PWLt = (PWLU + PWLL) - 100. For thickness and compressive strength in this specification, PWLU shall be 100.

502.10.4 3 Utilizing Quality Control Test Results. The engineer will make the Quality Level Analysis (QLA)

within 24 hours after receipt of the contractor's test results, by determining the PWLt for each designated pay factor item. The contractor's test results will be used when applicable to determine the PWL, provided the contractor's QC tests and the engineer's QA tests compare favorably, and provided the engineer's inspection and monitoring activities indicate the contractor is following the approved QC Plan.

502.10.4 4 Material Rendered Unfit. The engineer may at any time reject and require the contractor to dispose

of any batch of concrete mixture which is rendered unfit for use due to contamination, segregation, improper slump or improper entrained air content. Such rejection may be based on only visual inspection. In the event of such rejection, the contractor may take a representative sample of the rejected material in the presence of the engineer, and if demonstrated in the laboratory in the presence of the engineer that such material was erroneously rejected, payment will be made for the material at the contract unit price.

502.10.4 5 Lower Specification Limits. The lower specification limit (LSL) for compressive strength and

thickness shall be:

502.11 Contractor Quality Control.

502.11.1 Quality Control Plan. Prior to approval of concrete mix designs by the engineer, the contractor shall

submit a QCP to Construction and Materials. The QCP shall be approved prior to placing any concrete. The QCP shall include:

502.11.1 1 Third Party. The third party shall be independent of the contractor, MoDOT consultants, and all

project subcontractors or suppliers on each specific project. All testing of material for dispute resolution shall be performed by an approved laboratory that is AASHTO Accreditation Program certified in the areas of the material being tested.

502.11.2 Quality Control Testing. The contractor shall perform all quality control tests necessary to control the

production and construction processes applicable to this specification and as set forth in the QCP. Quality control testing shall be performed by technicians qualified through MoDOT’s technician certification program. Testing shall include, but not necessarily be limited to, deleterious content, coarse aggregate absorption, thin or elongated pieces, entrained air content, slump, pavement thickness and compressive strength. The contractor shall record all test results and furnish a copy to the engineer no later than the beginning of the day following the test.

502.11.2 1 Fine and Coarse Aggregate.

502.11.2 1.1 Aggregate Gradation. A sieve analysis shall be performed once a week. Testing shall be

performed in accordance with AASHTO T 27 from randomly sampled material taken from the discharge gate of storage bins or from the conveyor belt. Sieve analysis shall be performed on the following sieves: Mix Design Method Sieves Tested Absolute Volume Maximum sieve sizea Optimized Sieves sizes specified by the mix design aCoarse aggregate only

502.11.2 1.2 Deleterious Materials. Deleterious content shall be determined each day at a frequency of one test

per 7500 square yards of material placed or fraction thereof. Test shall be performed in accordance with MoDOT Test Method TM 71 from randomly sampled material taken from the discharge gate of the storage bin or from the conveyor belt. Test shall be performed on coarse aggregate fractions. 244502.11.2.1.3 Absorption. Samples for coarse aggregate absorption shall be taken from the discharge gate of the storage bins or from the conveyor belt at least once every 2,000 cubic yards with a minimum of once per project. Coarse aggregate absorption shall be in accordance with AASHTO T 85.

502.11.2 1.4 Thin or Elongated Pieces. Thin or elongated pieces shall be determined on samples of coarse

aggregate taken from the discharge gate of the storage bins or from the conveyor belt. The aggregate particles retained on the 3/4 in. sieve shall not exceed 5 percent when tested in accordance with ASTM D 4791, based on a 5:1 ratio. Test shall be performed at least once every 10,000 cubic yards with a minimum of once per project.

502.11.2 1.5 Retained Samples. All aggregate samples taken by the contractor for determining the gradation,

deleterious content, absorption, and thin or elongated pieces shall be retained for the engineer for a minimum of seven days unless otherwise instructed. The retained sample shall be the remaining half of the final reduction in sample size obtained for QC testing. These samples shall be maintained in clean covered containers, without contamination, readily accessible to the engineer. The retained sample’s identification shall consist of, but is not limited to:

502.11.2 2 Slump. Slump tests shall be performed on a random basis for each 500 cubic yards of material

produced. The engineer will designate the random location at the time of sampling. If a day's material production does not exceed 500 cubic yards, one slump test shall be performed. Slump tests shall be in accordance with AASHTO T 119 from randomly sampled material discharged from trucks at the paving site. Material samples shall be in accordance with AASHTO R 60.

502.11.2 3 Entrained Air Content. Tests for entrained air content shall be performed on a random basis for

each 500 cubic yards of material produced. The engineer will designate the random location at the time of sampling. The air content shall be in accordance with Sec 501.10.2, except that the minimum air content in front of the paver shall be 4.5 percent plus the air loss through the paver. The air loss through the paver is determined a minimum of once per half-day production by sampling the concrete ahead of the paver and behind the paver and subtracting the value obtained ahead of the paver from the value obtained behind the paver. The engineer shall be given notification prior to determining the air loss in order to witness the air loss determination. On the first day of paving, the target air content shall be determined immediately after placing 200 cubic yards of concrete. The entrained air content of the first 200 cubic yards of concrete placed on the first day of paving, sampled in front of the paver, shall be greater than 6.0 percent. Tests shall be in accordance with AASHTO T 152.

502.11.3 Corrective Action. As a minimum, a process shall be deemed out of control and corrective action

taken if any one of the conditions below exists. In addition, each truckload of material en route prior to the process of being deemed out of control shall be tested for specification compliance.

502.11.3 1 Aggregate Gradation. When one test is outside the allowable range, immediate steps shall be taken

to correct the gradation.

502.11.3 2 Deleterious Content. When one test is outside the specification limits, immediate steps shall be

taken to correct the deleterious content.

502.11.3 3 Slump and Absorption. The contractor shall halt production and make appropriate adjustments

whenever either of the following occurs:

502.11.4 Pavement. For pavements with a plan thickness below 8 inches, the following shall apply:

502.11.5 Shoulders. Shoulders with a plan thickness 8 inches or greater shall be inspected in accordance with

requirements applied to concrete placed in the travel way. Shoulders with a plan thickness below 8 inches shall be handled in accordance with Sec 502.11.4.

502.11.6 Dispute Resolution. When there are significant discrepancies between the engineer's and the

contractor's test results, dispute resolution procedures will be used.

502.11.6 1 Cease Work. The contractor's operations may be required to cease until the dispute is resolved, if the

test results indicate the mixture is unacceptable.

502.11.6 2 Third Party Resolution. The first step in dispute resolution will be to identify differences in

procedures and to correct inappropriate procedures before moving to third party resolution. If that does not resolve the dispute, either the contractor or the engineer may request the approved QCP third party involvement. The recommendations of the approved third party will be binding on both the engineer and contractor.

502.11.6 3 Third Party Payment. The contractor shall be responsible for the costs associated with third party

testing and resolution if the final result indicates the engineer's test results were correct. Likewise the Commission will be responsible for the cost associated with the third party testing and resolution if the final result indicates the contractor's results were correct.

502.11.6 4 Other Adjustments. The contractor will not be entitled to any additional payment for costs incurred

due to use of the dispute resolution procedures such as, but not limited to, those for delay, cessation of operations, costs to subcontractors, etc. The engineer may give consideration to adjustment of working days, if warranted.

502.11.7 Concrete Mix Design Adjustment.

502.11.7 1 Field Adjustment. When test results indicate the concrete produced does not meet the specification

requirements or is not performing satisfactory, the contractor may adjust the mix design in the field as noted herein. Field adjustments may consist of changing the constituents listed on the approved mix design by no more than 5.0 percent or changing the water cement ratio by no more than 0.02 from the approved mix design. 246The engineer shall be notified immediately when any change is made to the mix design. Additional fractions of material or new material will not be permitted as a field adjustment. The field adjusted mix shall meet the requirements specified in Sec 501.

502.11.7 2 Field Redesign. When the constituents listed on the approved mix design are adjusted by more than

5.0 percent or the water cement ratio is changed by more than 0.02, the contractor shall submit a new mix design meeting the requirements specified in Sec 501. The mix design shall be submitted immediately to the District for approval. The contractor will be allowed to continue production while the mix design is reviewed.

502.12 Quality Assurance. Corrective action shall be required in accordance with Sec 502.11.3 for any QA

tests outside the action limit. The engineer will at a minimum, independently test at the following frequency: Test Frequency Compressive Strength 1 per lot Thickness 1 per lot Surface Texture 1 per lot Slump 1 per day Entrained Air Content 1 per day Aggregate Gradation 1 per project Coarse Aggregate Deleterious1 per week Aggregate Absorption 1 per 10,000 cubic yards Thin or Elongated Pieces 1 per project

502.12.1 Retained Samples. The QA inspector will test at least ten percent of the retained portion of the QC

samples for aggregate gradation and deleterious content. The QA inspector will test at least twenty percent of the QC retained samples for absorption and thin or elongated pieces. Retained samples will be chosen at random. A comparison will be considered favorable when the QA results of a QC retained sample are within the applicable limits specified in Sec 403.18.3

502.12.2 Core Chain of Custody. QA strength and thickness cores shall be sealed in tamper proof bags after

extraction.

502.12.3 Quality Control Equipment. All QC mixture testing shall be performed using equipment maintained

in accordance with Sec 403.17.3, except as follows: Equipment – Test Method (AASHTO)RequirementInterval (Month) Sieves Check Physical Condition 6 Mechanical Shakers - T27 Check Sieving Thoroughness12 Ovens Verify Temp. Settings 4 Balances Verify 12a Air Meters - T152 Calibrate 12 Compression Testing Machine - T22Verify Load Indications 12 Capping Material Check Strength 3 Slump Cones - T119 Check Critical Dimensions12 aVerify after each move.

502.13 Unacceptable Material. Any material meeting the following criteria shall be considered unacceptable:

502.15 Basis of Payment.

502.15.1 Compensation. The contract unit price for Portland cement concrete base and pavement will be

considered as full compensation for all material, including reinforcement, dowels, dowel supports, tie bars and any other items entering into the construction of the traveled way pavement or Portland cement concrete shoulders, and for the cost of QC testing and smoothness testing. No additional compensation will be allowed for any excess thickness.

502.15.2 Payment. The accepted quantities of concrete base will be paid for at the contract unit price with

proper allowance made for any deductions for deficiency in thickness and compressive strength. The accepted quantities of Portland cement concrete pavement will be paid for at the contract unit price with proper allowance made for any deductions for deficiency in thickness, compressive strength, smoothness or marred surface.

502.15.3 Width. When paving widths are greater than the travel lane widths, payment for profiling will apply to

the traffic lane design driving width only, normally 12 feet. Random lane coring for thickness or required lane replacement will include the full paved lane width to the longitudinal joints or edge of shoulder, whichever is first.

502.15.4 Pay Factors. The total pay factor (PFt) for each lot is equal to the weighted sum of the pay factors

(PF) for each pay factor item for each lot, and is determined as follows: PFt = + (0.5) PFT + (0.5) PFCS Where: PFT = Pay Factor for Thickness PFCS = Pay Factor for Compressive Strength The PF for each pay factor item for each lot is based on the PWLt of each pay factor item of each lot and is determined as follows: When PWLt is greater than or equal to 70: PF = 0.5 PWLt + 55 When PWLt is less than 70: PF = 2 PWLt - 50

502.15.5 Small Quantities. For each mix type less than 7,500 square yards, the following shall apply:

QLA and PWL will not be required. Concrete mix shall be within the specified limits for compressive strength, pavement thickness, slump, air content, gradation, deleterious, and thin and elongated. Payment for each mix type will be made at 100 percent of the contract unit price if compressive strength is equal to or greater than 3,500 psi and the pavement thickness is not deficient by more that 10 percent of the plan thickness.

502.15.6 Pavements. For pavements with a plan thickness below 8 inches, the following shall apply:

502.15 6.

502.15.8 PWL Determination Table. Values in Table I are estimates of the PWL corresponding to specific

values of the Quality Index (Q). For Q values less than zero, the table shall be subtracted from 100. TABLE I Variability-Unknown Procedure Standard-Deviation Method Quality Index PWL For Selected Sample Sizes (QU or QL)n=3 n=4 n=5 n=6 n=7 n=8 n=9n=10 0.00 50.0050.0050.0050.0050.0050.0050.0050.00 0.01 50.2850.3350.3650.3750.3750.3850.3850.38 0.02 50.5550.6750.7150.7450.7550.7650.7650.77 0.03 50.8351.0051.0751.1051.1251.1351.1551.15 0.04 51.1051.3451.4251.4751.5051.5151.5351.54 0.05 51.3851.6751.7851.8451.8751.8951.9151.92 0.06 51.6652.0052.1452.2152.2452.2752.2952.30 0.07 51.9352.3352.4952.5752.6252.6552.6752.69 0.08 52.2152.6752.8552.9452.9953.0253.0653.07 0.09 52.4853.0053.2053.3053.3753.4053.4453.46 0.10 52.7653.3353.5653.6753.7453.7853.8253.84 0.11 53.0453.6653.9154.0454.1154.1654.2054.22 0.12 53.3254.0054.2754.4054.4854.5454.5854.60 0.13 53.5954.3354.6254.7754.8654.9154.9554.99 0.14 53.8754.6754.9855.1355.2355.2955.3355.37 0.15 54.1555.0055.3355.5055.6055.6755.7155.75 0.16 54.4355.3355.6855.8655.9756.0456.0956.13 0.17 54.7155.6756.0456.2356.3456.4256.4756.51 0.18 54.9856.0056.3956.5956.7256.7956.8456.89 0.19 55.2656.3456.7556.9657.0957.1757.2257.27 0.20 55.5456.6757.1057.3257.4657.5457.6057.65 0.21 55.8257.0057.4557.6857.8357.9157.9858.03 0.22 56.1057.3357.8158.0558.2058.2958.3558.40 0.23 56.3957.6758.1658.4158.5658.6658.7358.78 0.24 56.6758.0058.5258.7858.9359.0459.1059.15 0.25 56.9558.3358.8759.1459.3059.4159.4859.53 0.26 57.2358.6659.2259.5059.6759.7859.8559.90 0.27 57.5259.0059.5759.8660.0360.1560.2260.28 0.28 57.8059.3359.9360.2260.4060.5160.6060.65 0.29 58.0959.6760.2860.5860.7660.8860.9761.03 0.30 58.3760.0060.6360.9461.1361.2561.3461.40 0.31 58.6660.3360.9861.3061.4961.6261.7161.77 0.32 58.9460.6761.3361.6661.8561.9862.0862.14 0.33 59.2361.0061.6862.0162.2262.3562.4462.51 0.34 59.5161.3462.0362.3762.5862.7162.8162.88 0.35 59.8061.6762.3862.7362.9463.0863.1863.25 0.36 60.0962.0062.7363.0963.3063.4463.5463.61 0.37 60.3862.3363.0863.4463.6663.8063.9163.98 0.38 60.6862.6763.4263.8064.0264.1764.2764.34

2490.39 60.9763.0063.7764.1564.3864.5364.6464.71

0.40 61.2663.3364.1264.5164.7464.8965.0065.07 0.41 61.5663.6664.4664.8665.0965.2565.3665.43 0.42 61.8564.0064.8165.2165.4565.6065.7265.79 0.43 62.1564.3365.1565.5765.8065.9666.0766.15 0.44 62.4464.6765.5065.9266.1666.3166.4366.51 0.45 62.7465.0065.8466.2766.5166.6766.7966.87 0.46 63.0465.3366.1866.6266.8667.0267.1467.22 0.47 63.3465.6766.5366.9667.2167.3767.4967.57 0.48 63.6566.0066.8767.3167.5667.7367.8567.93 0.49 63.9566.3467.2267.6567.9168.0868.2068.28 0.50 64.2566.6767.5668.0068.2668.4368.5568.63 0.51 64.5667.0067.9068.3468.6168.7868.9068.98 0.52 64.8767.3368.2468.6968.9569.1269.2469.32 0.53 65.1867.6768.5869.0369.3069.4769.5969.67 0.54 65.4968.0068.9269.3869.6469.8169.9370.01 0.55 65.8068.3369.2669.7269.9970.1670.2870.36 0.56 66.1268.6669.6070.0670.3370.5070.6270.70 0.57 66.4469.0069.9470.4070.6770.8470.9671.04 0.58 66.7569.3370.2770.7371.0071.1771.2971.38 0.59 67.0769.6770.6171.0771.3471.5171.6371.72 0.60 67.3970.0070.9571.4171.6871.8571.9772.06 0.61 67.7270.3371.2871.7472.0172.1172.3072.39 0.62 68.0570.6771.6172.0872.3472.3772.6372.72 0.63 68.3771.0071.9572.4172.6872.6372.9773.06 0.64 68.7071.3472.2872.7573.0172.8973.3073.39 0.65 69.0371.6772.6173.0873.3473.1573.6373.72 0.66 69.3772.0072.9473.4173.6773.5573.9574.04 0.67 69.7172.3373.2773.7373.9973.9574.2874.36 0.68 70.0572.6773.6074.0674.3274.3574.6074.69 0.69 70.3973.0073.9374.3874.6474.7574.9375.01 0.70 70.7373.3374.2674.7174.9775.1575.2575.33 0.71 71.0873.6674.5975.0375.2975.4675.5775.64 0.72 71.4474.0074.9175.3575.6175.7875.8875.96 0.73 71.7974.3375.2475.6875.9276.0976.2076.27 0.74 72.1574.6775.5676.0076.2476.4176.5176.59 0.75 72.5075.0075.8976.3276.5676.7276.8376.90 0.76 72.8775.3376.2176.6376.8777.0377.1477.21 0.77 73.2475.6776.5376.9577.1877.3477.4477.51 0.78 73.6276.0076.8577.2677.5077.6477.7577.82 0.79 73.9976.3477.1777.5877.8177.9578.0578.12 0.80 74.3676.6777.4977.8978.1278.2678.3678.43 0.81 74.7577.0077.8178.2078.4278.5678.6678.72 0.82 75.1577.3378.1278.5178.7278.8678.9579.02 0.83 75.5477.6778.4478.8179.0379.1679.2579.31 0.84 75.9478.0078.7579.1279.3379.4679.5479.61 0.85 76.3378.3379.0779.4379.6379.7679.8479.90 0.86 76.7578.6679.3879.7379.9280.0580.1380.19 0.87 77.1879.0079.6980.0380.2280.3480.4280.47

2500.88 77.6079.3380.0080.3380.5180.6380.7080.76

0.89 78.0379.6780.3180.6380.8180.9280.9981.04 0.90 78.4580.0080.6280.9381.1081.2181.2881.33 0.91 78.9180.3380.9281.2281.3881.4981.5681.61 0.92 79.3780.6781.2381.5181.6781.7781.8481.88 0.93 79.8381.0081.5381.8181.9582.0582.1182.16 0.94 80.2981.3481.8482.1082.2482.3382.3982.43 0.95 80.7581.6782.1482.3982.5282.6182.6782.71 0.96 81.2782.0082.4482.6782.8082.8882.9482.97 0.97 81.7882.3382.7482.9583.0783.1583.2083.24 0.98 82.3082.6783.0483.2483.3583.4283.4783.50 0.99 82.8183.0083.3483.5283.6283.6983.7383.77 1.00 83.3383.3383.6483.8083.9083.9684.0084.03 1.01 83.9383.6683.9384.0884.1784.2284.2684.28 1.02 84.5384.0084.2284.3584.4384.4884.5184.53 1.03 85.1484.3384.5184.6384.7084.7484.7784.79 1.04 85.7484.6784.8084.9084.9685.0085.0285.04 1.05 86.3485.0085.0985.1885.2385.2685.2885.29 1.06 87.1085.3385.3885.4485.4985.5185.5385.53 1.07 87.8785.6785.6685.7185.7485.7685.7785.77 1.08 88.6386.0085.9585.9786.0086.0186.0286.02 1.09 89.4086.3486.2386.2486.2586.2686.2686.26 1.10 90.1686.6786.5286.5086.5186.5186.5186.50 1.11 91.5587.0086.8086.7686.7586.7586.7486.73 1.12 92.9587.3387.0787.0187.0086.9986.9886.96 1.13 94.3487.6787.3587.2787.2487.2287.2187.20 1.14 95.7488.0087.6287.5287.4987.4687.4587.43 1.15 97.1388.3387.9087.7887.7387.7087.6887.66 1.16 100.0088.6688.1788.0387.9687.9387.9087.88 1.17 100.0089.0088.4488.2788.2088.1588.1288.10 1.18 100.0089.3388.7088.5288.4388.3888.3588.32 1.19 100.0089.6788.9788.7688.6788.6088.5788.54 1.20 100.0090.0089.2489.0188.9088.8388.7988.76 1.21 100.0090.3389.5089.2589.1289.0589.0088.97 1.22 100.0090.6789.7689.4889.3589.2689.2189.17 1.23 100.0091.0090.0289.7289.5789.4889.4389.38 1.24 100.0091.3490.2889.9589.8089.6989.6489.58 1.25 100.0091.6790.5490.1990.0289.9189.8589.79 1.26 100.0092.0090.7990.4190.2390.1290.0589.99 1.27 100.0092.3391.0490.6490.4490.3290.2590.19 1.28 100.0092.6791.2990.8690.6590.5390.4490.38 1.29 100.0093.0091.5491.0990.8690.7390.6490.58 1.30 100.0093.3391.7991.3191.0790.9490.8490.78 1.31 100.0093.6692.0391.5291.2791.1391.0390.96 1.32 100.0094.0092.2791.7391.4791.3291.2291.15 1.33 100.0094.3392.5091.9591.6891.5291.4091.33 1.34 100.0094.6792.7492.1691.8891.7191.5991.52 1.35 100.0095.0092.9892.3792.0891.9091.7891.70 1.36 100.0095.3393.2192.5792.2792.0891.9691.87

2511.37 100.0095.6793.4492.7792.4692.2692.1492.04

1.38 100.0096.0093.6692.9792.6492.4592.3192.22 1.39 100.0096.3493.8993.1792.8392.6392.4992.39 1.40 100.0096.6794.1293.3793.0292.8192.6792.56 1.41 100.0097.0094.3393.5693.2092.9892.8392.72 1.42 100.0097.3394.5593.7593.3793.1593.0092.88 1.43 100.0097.6794.7693.9493.5593.3193.1693.05 1.44 100.0098.0094.9894.1393.7293.4893.3393.21 1.45 100.0098.3395.1994.3293.9093.6593.4993.37 1.46 100.0098.6695.3994.4994.0693.8193.6493.52 1.47 100.0099.0095.5994.6794.2393.9793.8093.67 1.48 100.0099.3395.8094.8494.3994.1293.9593.83 1.49 100.0099.6796.0095.0294.5694.2894.1193.98 1.50 100.00100.0096.2095.1994.7294.4494.2694.13 1.51 100.00100.0096.3995.3594.8794.5994.4094.27 1.52 100.00100.0096.5795.5195.0294.7394.5494.41 1.53 100.00100.0096.7695.6895.1894.8894.6994.54 1.54 100.00100.0096.9495.8495.3395.0294.8394.68 1.55 100.00100.0097.1396.0095.4895.1794.9794.82 1.56 100.00100.0097.3096.1595.6295.3095.1094.95 1.57 100.00100.0097.4796.3095.7695.4495.2395.08 1.58 100.00100.0097.6396.4595.8995.5795.3695.20 1.59 100.00100.0097.8096.6096.0395.7195.4995.33 1.60 100.00100.0097.9796.7596.1795.8495.6295.46 1.61 100.00100.0098.1296.8896.3095.9695.7495.58 1.62 100.00100.0098.2797.0296.4396.0895.8695.70 1.63 100.00100.0098.4297.1596.5596.2195.9895.81 1.64 100.00100.0098.5797.2996.6896.3396.1095.93 1.65 100.00100.0098.7297.4296.8196.4596.2296.05 1.66 100.00100.0098.8497.5496.9296.5696.3396.16 1.67 100.00100.0098.9797.6697.0496.6796.4496.27 1.68 100.00100.0099.0997.7897.1596.7996.5496.37 1.69 100.00100.0099.2297.9097.2796.9096.6596.48 1.70 100.00100.0099.3498.0297.3897.0196.7696.59 1.71 100.00100.0099.4398.1397.4897.1196.8696.69 1.72 100.00100.0099.5398.2397.5897.2196.9696.78 1.73 100.00100.0099.6298.3497.6997.3197.0596.88 1.74 100.00100.0099.7298.4497.7997.4197.1596.97 1.75 100.00100.0099.8198.5597.8997.5197.2597.07 1.76 100.00100.0099.8698.6497.9897.6097.3497.16 1.77 100.00100.0099.9198.7398.0797.6997.4397.25 1.78 100.00100.0099.9598.8198.1797.7897.5297.33 1.79 100.00100.00100.0098.9098.2697.8797.6197.42 1.80 100.00100.00100.0098.9998.3597.9697.7097.51 1.81 100.00100.00100.0099.0698.4398.0497.7897.59 1.82 100.00100.00100.0099.1498.5198.1297.8697.67 1.83 100.00100.00100.0099.2198.5898.1997.9397.75 1.84 100.00100.00100.0099.2998.6698.2798.0197.83 1.85 100.00100.00100.0099.3698.7498.3598.0997.91

2521.86 100.00100.00100.0099.4298.8198.4298.1697.98

1.87 100.00100.00100.0099.4898.8798.4998.2398.05 1.88 100.00100.00100.0099.5398.9498.5598.3098.11 1.89 100.00100.00100.0099.5999.0098.6298.3798.18 1.90 100.00100.00100.0099.6599.0798.6998.4498.25 1.91 100.00100.00100.0099.6999.1398.7598.5098.31 1.92 100.00100.00100.0099.7399.1898.8198.5698.37 1.93 100.00100.00100.0099.7799.2498.8798.6298.44 1.94 100.00100.00100.0099.8199.2998.9398.6898.50 1.95 100.00100.00100.0099.8599.3598.9998.7498.56 1.96 100.00100.00100.0099.8799.3999.0498.7998.61 1.97 100.00100.00100.0099.9099.4499.0998.8498.67 1.98 100.00100.00100.0099.9299.4899.1498.9098.72 1.99 100.00100.00100.0099.9599.5399.1998.9598.78 2.00 100.00100.00100.0099.9799.5799.2499.0098.83 2.01 100.00100.00100.0099.9899.6099.2899.0598.88 2.02 100.00100.00100.0099.9899.6499.3299.0998.92 2.03 100.00100.00100.0099.9999.6799.3799.1498.97 2.04 100.00100.00100.0099.9999.7199.4199.1899.01 2.05 100.00100.00100.00100.0099.7499.4599.2399.06 2.06 100.00100.00100.00100.0099.7699.4899.2799.10 2.07 100.00100.00100.00100.0099.7999.5199.3099.14 2.08 100.00100.00100.00100.0099.8199.5599.3499.18 2.09 100.00100.00100.00100.0099.8499.5899.3799.22 2.10 100.00100.00100.00100.0099.8699.6199.4199.26 2.11 100.00100.00100.00100.0099.8899.6499.4499.29 2.12 100.00100.00100.00100.0099.8999.6699.4799.32 2.13 100.00100.00100.00100.0099.9199.6999.5199.36 2.14 100.00100.00100.00100.0099.9299.7199.5499.39 2.15 100.00100.00100.00100.0099.9499.7499.5799.42 2.16 100.00100.00100.00100.0099.9599.7699.5999.45 2.17 100.00100.00100.00100.0099.9699.7899.6299.48 2.18 100.00100.00100.00100.0099.9799.8099.6499.50 2.19 100.00100.00100.00100.0099.9899.8299.6799.53 2.20 100.00100.00100.00100.0099.9999.8499.6999.56 2.21 100.00100.00100.00100.0099.9999.8599.7199.58 2.22 100.00100.00100.00100.0099.9999.8799.7399.61 2.23 100.00100.00100.00100.00100.0099.8899.7599.63 2.24 100.00100.00100.00100.00100.0099.9099.7799.66 2.25 100.00100.00100.00100.00100.0099.9199.7999.68 2.26 100.00100.00100.00100.00100.0099.9299.8099.70 2.27 100.00100.00100.00100.00100.0099.9399.8299.72 2.28 100.00100.00100.00100.00100.0099.9499.8399.73 2.29 100.00100.00100.00100.00100.0099.9599.8599.75 2.30 100.00100.00100.00100.00100.0099.9699.8699.77 2.31 100.00100.00100.00100.00100.0099.9699.8799.78 2.32 100.00100.00100.00100.00100.0099.9799.8899.80 2.33 100.00100.00100.00100.00100.0099.9799.9099.81 2.34 100.00100.00100.00100.00100.0099.9899.9199.83

2532.35 100.00100.00100.00100.00100.0099.9899.9299.84

2.36 100.00100.00100.00100.00100.0099.9899.9399.85 2.37 100.00100.00100.00100.00100.0099.9999.9399.86 2.38 100.00100.00100.00100.00100.0099.9999.9499.87 2.39 100.00100.00100.00100.00100.00100.0099.9499.88 2.40 100.00100.00100.00100.00100.00100.0099.9599.89 2.41 100.00100.00100.00100.00100.00100.0099.9699.90 2.42 100.00100.00100.00100.00100.00100.0099.9699.91 2.43 100.00100.00100.00100.00100.00100.0099.9799.91 2.44 100.00100.00100.00100.00100.00100.0099.9799.92 2.45 100.00100.00100.00100.00100.00100.0099.9899.93 2.46 100.00100.00100.00100.00100.00100.0099.9899.94 2.47 100.00100.00100.00100.00100.00100.0099.9899.94 2.48 100.00100.00100.00100.00100.00100.0099.9999.95 2.49 100.00100.00100.00100.00100.00100.0099.9999.95 2.50 100.00100.00100.00100.00100.00100.0099.9999.96 2.51 100.00100.00100.00100.00100.00100.0099.9999.96 2.52 100.00100.00100.00100.00100.00100.0099.9999.97 2.53 100.00100.00100.00100.00100.00100.00100.0099.97 2.54 100.00100.00100.00100.00100.00100.00100.0099.98 2.55 100.00100.00100.00100.00100.00100.00100.0099.98 2.56 100.00100.00100.00100.00100.00100.00100.0099.98 2.57 100.00100.00100.00100.00100.00100.00100.0099.98 2.58 100.00100.00100.00100.00100.00100.00100.0099.99 2.59 100.00100.00100.00100.00100.00100.00100.0099.99 2.60 100.00100.00100.00100.00100.00100.00100.0099.99 2.61 100.00100.00100.00100.00100.00100.00100.0099.99 2.62 100.00100.00100.00100.00100.00100.00100.0099.99 2.63 100.00100.00100.00100.00100.00100.00100.00100.00 2.64 100.00100.00100.00100.00100.00100.00100.00100.00 2.65 100.00100.00100.00100.00100.00100.00100.00100.00 254SECTION 503 BRIDGE APPROACH SLAB 503.1 Description. This work shall consist of constructing a reinforced concrete or asphaltic concrete bridge approach slab on a prepared subgrade in accordance with these specifications and as shown on the plans or as directed by the engineer. 503.2 Material. All material, proportioning, air-entraining, mixing, slump and transporting of Portland cement concrete shall be in accordance with Sec 501. All material for asphalt shall meet the specification requirements for the mix type specified. Approach slabs shall be constructed of pavement concrete or an approved Class B-1 concrete mixture, or asphaltic concrete. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Aggregate for Base 1007.3 Reinforcing Steel for Concrete Structures1036 Concrete Sealer 1053 Concrete Curing Material 1055 Material for Joints 1057 Polyethylene Sheeting 1058 503.3 Construction Requirements. Concrete bridge approach slabs shall be constructed in accordance with Secs 703 and 706, and shall attain a compressive strength of 3,200 psi prior to opening to traffic. Concrete bridge approach slabs shall be textured in accordance with Sec 703. Curing shall be in accordance with Sec 502, except the liquid membrane-curing compounds shall be in accordance with Sec 1055 for bridge curing compounds. Bridge approach slabs shall require sealing with a concrete sealer. Asphalt bridge approach slabs shall be constructed in accordance with the specifications for the mix type specified. 503.3.1 Voids Under Completed Concrete Approach Slabs. Prior to acceptance of the work, underseal access holes may be required to be drilled by the contractor to permit investigation by the engineer of any suspected voids or cavities, which if found shall be filled by the contractor using an approved method. Care shall be taken during pumping operations to avoid raising the approach slab. 503.3.1.1 Filling Holes. At the completion of the investigation or underseal pumping, the holes shall be filled with sand to within one inch of the top and the remainder filled with joint sealing material. 503.3.2 Aggregate Base. Testing of aggregate base will be completed by the engineer. 503.4 Method of Measurement. Final measurement of the completed bridge approach slab will not be made except for authorized changes during construction or where appreciable errors are found in the contract quantity. Where required, measurement of the approach slab will be made to the nearest square yard. This area will be measured transversely from out to out and longitudinally from end to end of bridge approach slab. The revision or correction will be computed and added to or deducted from the contract quantity. 503.5 Basis of Payment. The amount of completed and accepted work as shown on the plans, measured as provided above, will be paid for at the contract unit price. Any access holes required for investigation where no voids or cavities are detected will be paid at the fixed unit price for concrete coring specified in Section 109.16 Fixed Cost Items. No direct payment will be made for the reinforcing steel for concrete bridge approach slabs. No direct payment will be made for investigating void conditions under the completed slab or for filling any voids found for concrete bridge approach slabs. 255SECTION 504 CONCRETE APPROACH PAVEMENT 504.1 Description. This work shall consist of placement and preparation of base material and the construction of concrete approach pavement in accordance with these specifications, as shown on the plans or as directed by the engineer. 504.2 Material. All material, proportioning, air-entraining, mixing, slump and transporting of Portland cement concrete shall be in accordance with Sec 501. Approach pavement shall be constructed of pavement concrete or an approved Class B-1 concrete mixture. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Aggregate for Base 1007.3 Concrete Curing Material1055 Material for Joints 1057 504.3 Construction Requirements. 504.3.1 Base placement shall be in accordance with Sec 304. Concrete approach pavement and shoulders shall be constructed in accordance with Sec 503. Concrete approach pavement will not require sealing with a concrete sealer. Type A Curb, where required, shall be constructed in accordance with Sec 609. 504.3.2 Aggregate Base Testing of aggregate base will be completed by the engineer. 504.4 Method of Measurement. Final measurement of the completed concrete approach pavement will not be made except for authorized changes during construction or where appreciable errors are found in the contract quantity. Where required, concrete approach pavement areas, including shoulders, will be measured to the nearest 1/10 square yard. The revision or correction will be computed and added to or deducted from the contract quantity. 504.5 Basis of Payment. The accepted quantity of concrete approach pavement will be paid for at the contract unit price and will be considered full compensation for Type A Curb, all labor, equipment and material to complete the described work. 256SECTION 505 BRIDGE DECK CONCRETE WEARING SURFACE SECTION 505.10 LOW SLUMP CONCRETE.

505.10.1 Description. This work shall consist of constructing a low slump, concrete wearing surface on a

prepared surface in accordance with this specification, as shown on the plans or as directed by the engineer.

505.10.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Type I or II Cement 1019 Air-Entraining Admixture 1054 Water Reducing Admixture1054 Burlap 1055 Polyethylene Sheeting 1058 Water 1070

505.10.2 1 Coarse aggregate shall be an approved crushed limestone, crushed quartzite, flint chat from the

Joplin area or porphyry in accordance with Sec 1005.2, Gradation E, except that the sum of percentages of all deleterious substances shall not exceed one percent and the percentage of deleterious substances shall not exceed the following values: Item Percent by Weight Deleterious Rock 1.0 Shale and Pyrite 0.2 Chert in Limestone 0.5 Other Foreign Material 0.1

505.10.2 2 Gradation D may be used when the plan thickness of the bridge deck wearing surface is 3 inches or

greater.

505.10.2 3 Fine aggregate shall be in accordance with Sec 1005.3 and shall be Class A sand in accordance with

Sec 501.

505.10.2 4 Pozzolanic material or Portland pozzolan cements shall not be used.

505.10.3 Concrete Mixture.

505.10.3 1 The contractor shall submit a mix design to Construction and Materials meeting the following

properties: Property Requirement Air Content, percent, min. 5.0 Slump, inches 0.5 (± 0.5) Fine Aggregate, % of total aggregate by absolute volume50 Cement Content, lb./cy 818 to 827

505.10.3 2 The cement content and percent fine aggregate shall not be changed. If total mixing water, including

free water in aggregate and liquid admixtures, varies from design mixing water to cause a change in batch volume of more than two percent, a new mix design will be required.

505.10.3 3 A Type A water-reducing admixture will be required.

505.10.3 4 During placement, the mixture shall be compacted to no less than 98 percent of the standard density.

257505.10.4 Testing.

505.10.4 1 Slump will be determined in accordance with AASHTO T 119. The sample for slump testing will be

taken at the point of placement in the structure.

505.10.4 2 Air content will be determined by the pressure method in accordance with AASHTO T 152.

505.10.4 3 When required, standard density, unit weight, will be determined in accordance with AASHTO T

121. Standard density will be determined for at least each two hours of concrete production or any time significant fluctuations occur within the range of air content or slump.

505.10.4 4 Compressive strength will be determined from at least two 6 by 12 inch cylinders or from at least

three 4 by 8 inch cylinders prepared in accordance with AASHTO T 23 and tested in accordance with AASHTO T 22. One set consisting of two cylinders will be made for 28-day compressive strength from each day's production. Cylinders made for determining when to permit traffic will be made at a frequency determined by the engineer, and will be cured in the near vicinity and in the same manner as the bridge deck.

505.10.4 5 Concrete taken as a sample for testing slump and air content shall be wasted and shall not be placed

in the deck. If air content or slump test results are not in accordance with specifications, any concrete represented by those tests and any concrete in the mixer chute shall be wasted, and the necessary adjustments shall be made in the mix design or proportioning devices.

505.10.4 6 When concrete density is specified, in-place density of plastic concrete will be determined in

accordance with MoDOT Test Method TM 36. In-place density will be determined at a minimum passing test rate of one per 100 square yards or three per continuous pour, whichever is greater. A nuclear gauge correction factor will be determined at least once for each day of concrete production. Work bridges spanning the plastic concrete shall be provided by the contractor to permit performing nuclear density tests.

505.10.5 Mixing.

505.10.5 1 Concrete shall be mixed in accordance with Sec 501.

505.10.5 2 Mixing time for rotating paddle type mixers shall be a minimum of 60 seconds after all ingredients

have been added. All batches shall be mixed approximately the same length of time. Material for a batch of concrete shall not be placed in the mixing drum until the material for the previous batch has been discharged.

505.10.6 Surface Preparation.

505.10.6 1 On new concrete decks, the surface shall be given a very rough texture while still plastic by use of a

wire comb or other approved texturing device which will produce a bondable surface acceptable to the engineer.

505.10.6 2 On existing concrete decks with existing wearing surfaces, the wearing surface shall be removed in

accordance with Sec 216. On existing concrete decks without existing wearing surfaces, the surface shall be scarified in accordance with Sec 216.

505.10.6 3 For non-hydro demolition projects, the textured or scarified deck shall be sand or shot blasted

followed by an air blast. The sand or shot blast shall remove all dirt, oil and other foreign material, as well as any unsound concrete or laitance from the surface and edges against which new concrete is to be placed. The compressor shall be equipped to prevent oil in the air supply. That portion of the curb and previously placed wearing surfaces against which new concrete is to be placed shall be sand or shot blasted. Any loose or foreign material detected on the concrete surface prior to placement of the wearing surface shall be removed by sand, shot or air blasting. Clean-up and disposal of blast material shall be in accordance with Sec 202.3.1.3. The concrete surface may require retexturing where penetration of foreign material is evident. No contamination of the retextured or scarified concrete surface will be permitted.

505.10.6 4 For hydro demolition projects, total surface hydro demolition shall be performed in accordance with

Sec 216 and the following additional surface preparation. 258505.10.6.4.1 All areas of the deck, where further removal of concrete was performed with pneumatic hammering after the hydro demolition, shall be thoroughly sand or shot blasted to remove any loose material and micro-cracking. Clean-up and disposal of blast material shall be in accordance with Sec 202.3.1.3.

505.10.6 4.2 After completion of sand or shot blasting and associated clean-up of debris, the entire deck surface

shall be thoroughly cleaned by a minimum 7000 psi pressure water blasting to remove all debris and slurry residue within 24 hours prior to wearing surface placement begins. Water blasting shall continue until the run- off water from cleaning flows clear.

505.10.6 4.3 After cleaning, the deck surface shall be thoroughly saturated to the point that the surface does not

dry out, and any excess water removed with compressed air. Clean polyethylene sheeting shall then be used to cover the deck completely until such time as the wearing surface is placed. Just prior to placement of the wearing surface, the deck shall be brought to a saturated surface dry (SSD) condition and maintained in a SSD condition throughout the pour, with no ponding of water.

505.10.6 4.4 Any standing water on the deck or in the depressed areas of monolithic deck repair shall be

removed prior to placement of wearing surface material

505.10.6 5 To assure that the thickness of the concrete wearing surface above the prepared surface will be as

specified on the plans, the clearance shall be checked in the following manner before concrete is placed. A filler block having a thickness 1/8 inch less than the wearing surface thickness shall be attached to the bottom of the screed. With screed guides in place, the screed shall be passed over the area to be concreted. Where the intended clearance does not allow use of this method, a stringline or other means shall be used, subject to approval from the engineer. All existing concrete shall be removed that does not have sufficient clearance.

505.10.7 Finishing Equipment.

505.10.7 1 The finishing machine shall be designed for striking off and finishing low slump concrete. The

machine shall be mechanically powered to operate forward and reverse in a smooth manner, under positive control of the operator. The basic machine shall be of a width to finish a basic 12-foot width of wearing surface and shall be adjustable for wider placements. The finishing machine shall be designed to allow the screeds to be extended with bolted units to match the extension of the basic unit. The drive wheels shall be of the type that may be replaced with solid rubber wheels to permit travel upon previously completed lanes of wearing surface when striking off the abutting lanes.

505.10.7 2 The finishing machine shall be equipped with two oscillating transverse screeds. The screeds shall

oscillate in a straight line. A swinging pendulum stoke shall not be used. The front screed shall vibrate uniformly for the full length of the screed. The vibrators shall be placed such that the screed vibrates efficiently and the frequency of the vibrators shall be controlled by the operator from the console to achieve the required density.

505.10.7 2.1 Screeds shall be held positive to the machine with rollers and, unless otherwise approved by the

engineer, shall be equipped with screed guides such as to control the profile grade of the finished wearing surface. The screed stroke shall be synchronized to speeds not exceeding 50 strokes per minute, with infinite variable control from the console. The screeds shall be capable of vertical lift when the machine is reversed for travel, and controlled for downward direction to the finishing position to permit feathering of the screeds to any previously finished surface.

505.10.7 2.2 The bottom face of the screeds shall be at least 5 inches wide, with an effective pressure to produce

no less than 75 psf. The bottom face of the screeds shall have a turned up leading edge to prevent tearing of the screeded surface and shall be adjustable for tilt and crown. The screed lengths shall be such to produce positive strike off and density of the concrete for at least 6 inches beyond the line where the saw cut for the longitudinal joint is to be made and to within one inch of the curb reinforcing steel or face of any curb barrier already in place.

505.10.7 3 The machine shall be equipped with a mechanically-powered adjustable auger positioned in front of

the lead screed. The strike-off shall travel back and forth for the full width to be screeded and shall be properly designed to meter the concrete to the screeds. 259505.10.7.4 Heavy duty support rails shall be used to support the finishing machine. Support rails shall be adjustable and the rail shall not deflect more than 1/32 inch between adjustable supports. Support rails shall be placed outside the area and parallel to axis of the area to be concreted. Support rails shall extend a sufficient distance beyond the end of the deck to allow the finishing machine to be completely removed from the deck surface such that hand finishing may proceed without interruption. The support rails shall be set to produce the final profile grade of the surface of the wearing surface. A hold-down device shot into the concrete will not be permitted unless the concrete is to be subsequently resurfaced. The proposed method of anchoring the support rails shall be submitted to the engineer for approval.

505.10.8 Placing and Finishing Concrete.

505.10.8 1 A lateral support for the concrete such as 2 by 4-inch lumber attached to the deck will be required at

least 6 inches beyond the line where the saw cut for the longitudinal joint is to be made.

505.10.8 2 In order to avoid locating the longitudinal construction joints in a wheelpath, the joints shall be

placed between the designated traffic lanes. The location of the longitudinal joints shall be subject to the approval from the engineer.

505.10.8 3 At transverse and longitudinal joints, the surface course previously placed shall be sawn to a straight

vertical edge before the adjacent course is placed.

505.10.8 4 Transverse joints in the wearing surface will be permitted if approved by the engineer. These joints

shall be located a minimum of 10 feet from the centerline of bent.

505.10.8 5 The contractor shall take every reasonable precaution to secure a smooth riding bridge deck. Prior to

placement operations, the contractor shall review with the engineer, equipment, procedures, personnel and previous results as well as inspection procedures to assure coordination. The contractor shall take every reasonable precaution to ensure that concrete can be produced and placed within the specified limits, continuously and with uniformity.

505.10.8 6 The areas of half-sole and full-depth repair shall have individual concrete placed in accordance with

Sec 704. These individual placements shall remain rough and shall be completed before the wearing surface course is started. Areas of half-sole, full-depth repair and all other patched areas shall be surface dried, sand or shot blasted and cleaned prior to the placement of low slump concrete wearing surface.

505.10.8 7 Prior to placement of low slump concrete, the cleaned surface shall be thoroughly wetted for a

minimum of three hours, then covered with polyethylene sheeting until the time of concrete placement. The surface shall be damp at the time the wearing surface is placed. Any standing water in depressions, holes or areas of concrete removal shall be blown out with compressed air. No free water or puddles of standing water shall exist at the time of placement.

505.10.8 8 The wheels of rubber wheeled vehicles or transport containers for the concrete shall not be permitted

to contact any portion of the existing concrete surface prior to placement of the concrete. Protection shall be provided for the concrete surface by means of plywood, mats or other suitable material placed on the surface. Any loose or foreign material or rubber marks accidentally deposited on the surface shall be removed by the contractor prior to low slump concrete placement.

505.10.8 9 Placement of the concrete shall be a continuous operation throughout the pour. Only the minimum

amount of concrete necessary for proper placement shall be placed in front of the screeds. If the concrete paver is stopped for any reason, all plastic concrete in front of the paver shall be covered with wet burlap. Concrete shall be placed and finished at a minimum of 2.5 cubic yards per hour for a 12-foot wide pour, except when the contractor elects to pour a wider section, the rate of pour shall be increased proportionately. When concrete is being mixed and placed at the specified minimum rate under normal operations, the finishing machine shall be designed such that the elapsed time between depositing the concrete on the deck and final screeding shall not exceed 10 minutes.

505.10.8 10 If concrete is added to the wearing surface behind the finishing machine, the area shall be

mechanically consolidated again by the finishing machine. 260505.10.8.11 After finishing, the contractor shall check the surface with a lightweight 10-foot straightedge. Causes for irregularities exceeding 1/8 inch shall be eliminated and corrections shall be made.

505.10.8 12 The roadway surface finish shall be in accordance with Sec 703.3.5.5. The texture shall not extend

into the areas within approximately 12 inches of curbs.

505.10.8 13 After texturing the concrete surface, but before applying the wet cure, all vertical joints with the

adjacent concrete shall be sealed by painting with thinned grout consisting of equal parts cement, sand and sufficient water for the mixture to be the consistency of paint.

505.10.8 14 After the joint painting is completed, the freshly placed lane and joint shall be promptly covered

with a single layer of clean, wet burlap. Care shall be exercised to ensure that the wet burlap is well drained and that the burlap is placed as soon as the surface will support the burlap without deformation.

505.10.8 15 The wet cure shall be applied within 30 minutes after the concrete has been placed on the deck,

except when the surface will be excessively marred by doing so, as determined by the engineer. If the concrete requires refinishing because of failure to meet density requirements, the time will be extended 15 minutes. Failure to apply wet cure within the required time will be cause for rejecting the work affected. Surface concrete in the rejected area shall be removed and replaced by the contractor at the contractor's expense.

505.10.8 16 The surface shall receive a wet cure of at least 72 hours.

505.10.8 17 After placement and cure of the low slump concrete, the finished deck will be tested to detect

unbonded areas.

505.10.8 18 As soon as curing has been completed, the riding surface will be thoroughly straightedged by the

engineer and all variations exceeding 1/8 inch in 10 feet will be plainly marked. Areas more than 1/8 inch high shall be removed by an approved device consisting of multiple cutting edges leaving a grooved surface finish comparable to that produced by the texturing device. A bush hammer or other impact device shall not be used.

505.10.8 19 The surface of low slump concrete shall be sealed in accordance with Sec 703.3.8 and payment for

furnishing and placing shall be included in the contract unit price for other items.

505.10.9 Supplementary Wearing Surface Material This work shall consist of providing and placing

additional wearing surface material in excess of the material required for the wearing surface at plan thickness.

505.10.9 1 Supplementary wearing surface material will be required when conditions require the actual wearing

surface thickness to exceed plan thickness, including but not limited to:

505.10.9 2 Supplementary wearing surface material will be required to fill the depressions of monolithic deck

repair in the deck below the bottom of the planned deck wearing surface thickness. This material is placed monolithic during the deck wearing surface process.

505.10.10 Limitations of Operations.

505.10.10 1 Vehicle traffic shall not be permitted on the low slump concrete surface for 72 hours and until 3,000

psi compressive strength is attained.

505.10.10 2 No low slump concrete shall be placed at ambient temperatures below 45 F or above 85 F. Concrete

placement may begin when the air temperature and deck temperature is 45 F and rising. Concrete shall not be 261exposed to freezing temperatures until a strength of 3,000 psi has been attained. Any concrete damaged by freezing shall be removed and replaced at the contractor's expense.

505.10.10 3 When the weather forecast predicts temperatures of 85 F or higher, the contractor shall schedule

placing and finishing low slump concrete during hours in which the ambient temperature will be lower than 85

505.10.10 4 Concrete shall not be placed adjacent to a parallel surface course that is less than 72 hours old. This

restriction will not apply to a continuation of placement in a lane or strip beyond a joint in the same lane or strip.

505.10.10 5 Preparation of the area may be started in a lane or strip adjacent to a newly placed surface the day

following placement of the new surface. If this work is started before the end of the 72-hour curing period, the work shall be restricted as follows:

505.10.11 Removal. All material removed shall be disposed of by the contractor at the contractor’s expense in a

location meeting the approval of the engineer.

505.10.12 Repair.

505.10.12 1 Unbonded areas will be marked by the engineer. The contractor shall saw cut and remove the

affected area. All saw cuts shall be straight vertical lines and form square corners at all changes in direction. After removal of the concrete, the surface of the area to be repaired and vertical saw cuts shall be cleaned of all loose or foreign material by sand or shot blasting and then air blasting. The surface shall be comparable to the original concrete surface prior to the original wearing surface being placed.

505.10.12 2 The concrete used for repair shall meet the same requirements as the original mixture. The concrete

shall be vibrated with a surface or pan-type vibrator to obtain compaction. Spud type vibrators shall not penetrate to contact with the original concrete. Surface finish and curing shall be in accordance with the specifications for the mixture used.

505.10.13 Method of Measurement.

505.10.13 1 Final measurement of the wearing surface at plan thickness will not be made except for authorized

changes during construction or where appreciable errors are found in the contract quantity. Where required, the area of wearing surface will be measured to the nearest square yard based on measurement longitudinally from end to end of bridge deck and transversely between roadway face of curbs, excluding the area of any expansion devices. The revision or correction will be computed and added to or deducted from the contract quantity.

505.10.13 2 Measurement of supplementary wearing surface material will be made to the nearest cubic yard by

deducting the theoretical volume of material necessary to construct the wearing surface at plan thickness from the total volume of deck wearing surface material placed on the deck surface. Deductions will be made for:

505.10.14 1 The accepted quantities of the wearing surface at plan thickness, complete in place, will be paid for

at the contract unit price.

505.10.14 2 The accepted quantities of supplementary wearing surface material, complete in place, will be paid

for at the fixed contract unit price specified in Sec 109.16. SECTION 505.20 LATEX MODIFIED CONCRETE.

505.20.1 Description. This work shall consist of constructing a latex modified concrete wearing surface on a

prepared surface in accordance with this specification, as shown on the plans or as directed by the engineer.

505.20.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Type I or II Cement 1019 Latex Emulsion Admixture1054 Polyethylene Sheeting 1058 Water 1070

505.20.2 1 Aggregate shall be in accordance with Sec 505.10.2.

505.20.2 2 Pozzolanic material or Portland pozzolan cements shall not be used.

505.20.2 3 Latex admixture shall be kept in a suitable enclosure that will protect the admixture from freezing

and from exposure to temperatures in excess of 85 F. Drums of latex admixture to be stored at the work site in direct sunlight shall be completely covered with a suitable insulating blanket material to maintain an enclosed temperature below 85 F.

505.20.3 Concrete Mixture.

505.20.3 1 The contractor shall submit a mix design to Construction and Materials meeting the following

requirements: Property Requirement Air Content, percent 0.0 to 6.5 Slump, inches, max. 9.0 Fine Aggregate, % of total aggregate by absolute volume50 to 55 Cement Content, lb/cy, min. 658 Latex Emulsion Admixture, gal/cy, min. 24.5 Net Water ª-Cement Ratio, lb water/lb cement, max. 0.40 a Net water shall be considered the quantity of mixing water added, plus the non-solid portion of the latex emulsion.

505.20.3 2 Any change in mix design or proportions shall be approved by the engineer.

505.20.3 3 Anti-foam additives, as recommended by the latex emulsion manufacturer, may be required if the

concrete mixture entrains air above the specified amount.

505.20.3 4 Air-entraining admixtures shall not be added.

505.20.4 Testing. Testing will be done in accordance with Sec 505.10.4, except the slump test will be conducted

4 to 5 minutes after discharge from the mixer. During the waiting period, concrete shall be deposited on the deck and shall not be disturbed. 263505.20.5 Mixing.

505.20.5 1 The concrete shall be volumetrically mixed at the bridge site by a continuous mixer in accordance

with Sec 501. In addition to other requirements, the mixer shall provide positive control of the latex emulsion into the mixing chamber and the latex emulsion shall calibrate to within ± 2 percent of that required. The mixer shall be capable of continuously circulating the latex emulsion and shall have a flow-through screen between the storage tank and the discharge.

505.20.5 2 The concrete discharged from the mixer shall be uniform in composition and consistency. Mixing

capability shall be such that initial and final finishing operations can proceed at a steady pace. Final finishing shall be completed before the formation of a plastic surface film.

505.20.5 3 The moisture content of aggregate at the time of proportioning shall be such that water will not drain

or drip from a sample. Coarse and fine aggregate shall be furnished and handled to avoid variations in the moisture content affecting the uniform consistency of the concrete.

505.20.5 4 Each drum of latex admixture shall be mechanically agitated or hand rolled until thoroughly mixed

prior to being introduced into the mixer storage compartment. Latex admixture that is stored in the mixer storage compartment overnight or during delays in mixing of four hours or more shall be agitated by at least two complete cycles in a continuous circulating pump or by mechanical means in the storage compartment. The flow through screen shall be cleaned immediately prior to beginning proportioning and as often as necessary thereafter. Latex admixtures of different brands shall not be combined together in any manner.

505.20.6 Surface Preparation. Surface preparation shall be in accordance with Sec 505.10.6, except as

specified herein.

505.20.6 1 Prior to scarifying or chipping on concrete adjacent to latex modified concrete, 96 hours of curing

shall elapse. If practical, all scarifying by mechanical units shall be completed prior to placing any latex modified concrete, unless otherwise shown on the plans. Areas from which unsound concrete and patches have been removed shall be kept free of slurry produced by wet sawing or wet scarifying by planning the work such that this slurry will drain away from the completed areas of preparation.

505.20.6 2 On both existing and new decks for non-hydro demolition projects, within 24 hours prior to placing

latex modified concrete, the entire surface shall be thoroughly cleaned by sand or shot blasting followed by an air blast. Clean-up and disposal of blast material shall be in accordance with Sec 202.3.1.3.

505.20.7 Finishing Equipment.

505.20.7 1 The finishing machine shall be self-propelled and shall be capable of forward and reverse movement

under positive control, with a provision for raising all screeds to clear the screeded surface for traveling in reverse. A self-propelled finishing machine with one or more rollers, augers and 1500 to 2500 vpm vibratory pans shall be used. A drag float may be necessary. Any modifications will be subject to approval from the engineer.

505.20.7 2 Support rails shall be in accordance with Sec 505.10.7.4.

505.20.8 Placing and Finishing Concrete. Placing and finishing shall be in accordance with Sec 505.10.8

except as specified herein.

505.20.8 1 Prior to placement of latex modified concrete, the cleaned surface shall be thoroughly wetted for a

minimum of three hours, then covered with polyethylene sheeting until time of concrete placement. The surface shall be damp at the time the wearing surface is placed. Any standing water in depressions, holes or areas of concrete removal shall be blown out with compressed air. No free water or puddles of standing water shall exist at the time of placement.

505.20.8 2 Hand vibrators shall be used in areas of monolithic deck repair in the deck below the bottom of the

planned deck wearing surface thickness where concrete is being placed around reinforcement, deeper areas within the pour, and along curb lines and construction joints. Deep areas shall be filled in advance during the wearing surface pour so the material stiffens enough that it will not roll back under the paving screed. 264505.20.8.3 Expansion joints and dams shall be formed in the concrete wearing surface. Formation of the joint by sawing through the wearing surface will not be permitted.

505.20.8 4 Texturing shall occur immediately after finishing and before the plastic film forms on the surface.

Texturing shall be performed in a manner to prevent pulling the concrete away from an existing vertical face. Care shall be taken not to texture too deep and not to tear the surface.

505.20.8 5 Screed rails and headers shall be separated from the newly placed material by passing a pointing

trowel along the inside face. Metal expansion dams shall not be separated from the wearing surface. The trowel cut shall be made for the entire depth and length of rails or headers after the mixture has stiffened sufficiently and shall prevent the concrete from flowing back into the cut.

505.20.8 6 During placement of the wearing surface, all joints with adjacent concrete shall be sealed with a

mortar paste of equal parts cement and fine aggregate, using latex emulsion in lieu of mixing water.

505.20.8 7 The wet cure shall be applied promptly after the concrete has been placed on the deck without

deforming the finished surface.

505.20.8 8 The surface shall receive a wet cure for at least 48 hours.

505.20.8 9 After placement and cure of the latex modified concrete, the finished deck will be tested to detect

unbonded areas.

505.20.8 10 No surface sealing shall be applied to the latex modified concrete wearing surface.

505.20.9 Supplementary Wearing Surface Material. Supplementary wearing surface material shall be in

accordance with Sec 505.10.9.

505.20.10 Limitations of Operations.

505.20.10 1 No latex modified concrete shall be placed when the ambient or deck surface temperature is above

85 F. Deck temperature shall be determined in accordance with MoDOT Test Method TM 20.

505.20.10 2 No latex modified concrete shall be placed at ambient or deck surface temperatures below 45 F.

Latex modified concrete shall be protected to maintain a minimum specified curing temperature of 45 F. Any concrete damaged by freezing or that is exposed to a temperature of less than 45 during the first 8 hours after placement shall be removed and replaced at the contractor's expense.

505.20.10 3 The temperature of the latex modified concrete at time of placement shall be between 45 F and 90

505.20.10 4 No vehicular traffic shall be permitted on the latex modified concrete surface until the concrete is at

least 72 hours old and has attained a minimum compressive strength of 3,000 psi.

505.20.10 5 Concrete shall not be placed adjacent to a parallel surface course that is less than 96 hours old;

however, this restriction will not apply to a continuation of placement in a lane or strip beyond a joint in the same lane or strip.

505.20.10 6 Preparation of the area, except scarifying, may be started in a lane or strip adjacent to a newly

placed surface the day following the surface placement. If this work is started before the end of the 48-hour wet curing period, the work will be restricted such that any interference with the curing process is held to the minimum practical time.

505.20.10 7 Longitudinal construction joints shall be placed between designated traffic lanes. The location of

the longitudinal joints will be subject to the approval from the engineer. 265505.20.10.8 Transverse joints in the wearing surface may be permitted if approved by the engineer. These joints shall be located a minimum of 10 feet from the centerline of bent.

505.20.10 9 A header shall be installed in case of delay in the placement operations exceeding one-half hour in

duration. During minor delays of one-half hour or less, the end of the placement shall be protected from drying with several layers of wet burlap.

505.20.10 10 Adequate precautions shall be taken to protect freshly placed concrete from rain. All placing

operations shall cease when rain begins. The engineer may order removal of any material damaged by rainfall and such material shall be replaced in accordance with these specifications at the contractor's expense.

505.20.11 Removal. Removal shall be in accordance with Sec 505.10.11.

505.20.12 Repair. Repair shall be in accordance with Sec 505.10.12.

505.20.13 Method of Measurement. Measurement will be in accordance with Sec 505.10.13.

505.20.14 Basis of Payment. Payment will be in accordance with Sec 505.10.14.

SECTION 505.30 SILICA FUME CONCRETE.

505.30.1 Description. This work shall consist of constructing a silica fume concrete wearing surface on a

prepared surface in accordance with this specification, as shown on the plans or as directed by the engineer.

505.30.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Type I Cement 1019 Air Entraining Admixture 1054 Retarding Admixture 1054 Water-Reducing Admixture1054 Burlap 1055 Polyethylene Sheeting 1058 Water 1070

505.30.2 1 Silica fume shall be in accordance with Sec 501.

505.30.2 2 Aggregate shall be in accordance with Sec 505.10.2.

505.30.2 3 Pozzolanic material, other than silica fume or Portland pozzolan cements shall not be used.

505.30.2 4 A retarding admixture may be permitted, if recommended by the manufacturer of the silica fume

admixture.

505.30.2 5 Approved Type F or G high range water-reducing admixtures will be permitted if specified or

recommended by the supplier of the silica fume admixture.

505.30.3 Concrete Mixture.

505.30.3 1 The contractor shall submit a mix design to Construction and Materials with the following

properties: Property Requirement Air Content, percent, min. 5.0 Slump, inches 3.0 to 7.5 Cement Content, lb/cy, min 640 266Water/Cement Ratio, lb water/lb cement, max. 0.37 Silica Fume, % replacement of cement 6.0 to 8.0 Fine Aggregate, % of total aggregate by absolute volume 50 to 55 High Range Water Reducer As required

505.30.3 2 The water content shall include all free moisture in the fine and coarse aggregate, water content of

the silica fume admixture and water content of the high range water reducer.

505.30.3 3 The contractor shall designate in the mix design letter what target the slump will be in the field.

505.30.4 Testing. Testing will be done in accordance with Sec 505.10.4.

505.30.5 Mixing.

505.30.5 1 Silica fume concrete shall be batched and mixed in accordance with Sec 501, except as herein

specified.

505.30.5 2 High range water-reducing admixtures shall be incorporated and mixed into the silica fume concrete

in accordance with the silica fume admixture manufacturer's recommendations and as approved by the engineer. Water-reducing admixtures may be added by hand methods. The water-reducing admixture shall not be mixed with the air-entraining admixture nor shall the water reducer be added to the same portion of the mixing water as the air-entraining admixture. Either the air-entraining admixture or the water-reducing admixture shall be mixed into the concrete before the other is added.

505.30.5 3 Truck mixed silica fume concrete shall be initially mixed for at least 70 revolutions at a rate of no

less than 12 revolutions per minute or more than 18 revolutions per minute. Truck mixed silica fume concrete shall be transported to the work site at agitating speeds of 2 to 6 revolutions per minute. After arriving at the work site and before use, the silica fume concrete shall be mixed for at least 30 revolutions at 12 to 18 revolutions per minute.

505.30.5 4 If on-site rotating paddle-type mixers or on-site rotating drum mixers are used, the length of mixing

time and the revolution rate shall be as recommended by the silica fume admixture manufacturer.

505.30.5 5 The silica fume admixture manufacturer's technical representative shall advise the engineer in

writing of the proper batching sequence, mixing time, mixing speed and other handling procedures necessary to produce a uniform, homogeneous mixture in accordance with this specification prior to preparation of silica fume concrete trial batches or placement of any silica fume concrete.

505.30.5 6 Prior to placement of concrete, the contractor may be required to prepare trial batches of concrete for

tests. Trial batches shall comply with and be paid for in accordance with Sec 501.

505.30.6 Surface Preparation. Surface preparation shall be in accordance with Sec 505.10.6.

505.30.7 Finishing Equipment. The finishing machine shall be designed for striking off and finishing silica

fume concrete wearing surface. The finishing machine, screeds, traveling strike off and support rails shall be in accordance with Sec 505.10.7.

505.30.8 Placing and Finishing Concrete. Placing and finishing shall be in accordance with Sec 505.10.8, except

as specified herein.

505.30.8 1 The cleaned areas to receive the wearing surface shall be thoroughly and continuously wetted with

water at least three hours before placement of the wearing surface is started, then covered with polyethylene sheeting until the time of placement. Any accumulations of water shall be dispersed or removed prior to applying the wearing surface.

505.30.8 2 Hand vibrators shall be used in areas of monolithic deck repair in the deck below the bottom of the

planned deck wearing surface thickness where concrete is being placed around reinforcement, deeper areas within the pour, and along curb lines and construction joints. Deep areas shall be filled in advance during the wearing surface pour so the material stiffens enough that it will not roll back under the paving screed. 267505.30.8.3 Since silica fume concrete produces very little bleed water, the engineer may require one or both of the following procedures to maintain a surface film until the burlap is placed.

505.30.8 3.1 A commercially available evaporative retarder may be used judiciously with a misting device

during the finishing process until the wet burlap is applied only to prevent the surface of the concrete from drying out. The evaporative retarder shall not be used to increase surface workability.

505.30.8 3.2 Fogging may be done to increase humidity in the area of placement. Any fogging shall be done

with nozzles specifically designed for fogging, with a maximum rate of one gallon per minute per nozzle.

505.30.8 4 The surface shall receive a wet cure for at least 7 days. Time when the ambient temperature is below

45 F will not be counted as cure time. Cure shall be continued until 3,000 psi compressive strength has been attained.

505.30.8 5 The finished deck will be examined for cracking. If cracking is found, the engineer will determine

whether cracking is detrimental, whether remedial surface repairs are needed or whether the wearing surface in the cracked area should be removed and replaced. All remedial surface repairs, removal or replacement shall be done by the contractor at the contractor's expense.

505.30.8 6 After placement and cure of the silica fume concrete, the finished deck will be tested to detect

unbonded areas.

505.30.8 7 No surface sealing shall be applied to the silica fume concrete wearing surface.

505.30.9 Supplementary Wearing Surface Material. Supplementary wearing surface material shall be in

accordance with Sec 505.10.9.

505.30.10 Limitations of Operations. Operations shall be limited in accordance with Sec 505.10.10, except as

specified herein.

505.30.10 1 Vehicular traffic shall not be permitted on the silica fume concrete surface for seven days, and in no

case until 3000 psi compressive strength is attained.

505.30.10 2 Silica fume concrete shall not be placed when the air temperature or deck temperature is below 45 F

or above 85 F. Concrete placement may begin when the air temperature and deck temperature are 45 F and rising. Concrete shall not be exposed to freezing temperatures until a strength of 3000 psi has been attained. Any concrete damaged by freezing shall be removed and replaced at the contractor's expense.

505.30.10 3 When the weather forecast predicts temperatures of 85 F or higher, the contractor shall schedule

placing and finishing silica fume concrete during hours in which the ambient temperature will be lower than 85

505.30.10 4 Since silica fume concrete may not exhibit bleed water, the probability of plastic shrinkage cracking

is increased. At surface evaporation rates above 0.1 pound per square foot per hour, plastic shrinkage cracking is probable and the contractor shall take precautions such as erecting windbreaks, lowering the mix temperature or delaying operations until ambient temperatures are lower. Fogging the concrete surface will only be permitted as provided for in this specification. Surface evaporation rates may be predicted from mix temperature, air temperature, relative humidity and wind velocity, using Figure 1 of the 1986 revised edition of ACI 308-81, Standard Practice for Curing Concrete.

505.30.11 Removal. Removal shall be in accordance with Sec 505.10.11.

505.30.12 Repair. Repairs shall be in accordance with Sec 505.10.12.

505.30.13 Method of Measurement. Measurement will be in accordance with Sec 505.10.13.

505.30.14 Basis of Payment. Payment will be in accordance with Sec 505.10.14.

SECTION 505.40 LATEX MODIFIED VERY EARLY STRENGTH CONCRETE. 268505.40.1 Description. This work shall consist of constructing a latex modified very early strength concrete wearing surface on a prepared surface in accordance with this specification, as shown on the plans or as directed by the engineer.

505.40.2 Material. All material shall be in accordance with Sec 505.10.2, Division 1000, Materials Details and

specifically as follows: Item Section Latex Emulsion Admixture1054 Polyethylene Sheeting 1058 Water 1070

505.40.2 1 Hydraulic cement shall be in accordance with ASTM C 1600, Type VRH. Type HE (ASTM C 1157)

or Type III cement will not be permitted.

505.40.2 2 Coarse aggregate shall be an approved crushed limestone, crushed quartzite, flint chat from the

Joplin area, or porphyry in accordance with Sec 1005, Gradation E or Gradation F, except the percentage of deleterious substances shall not exceed the following values, and the sum of percentages of all deleterious substances shall not exceed one percent. ItemPercent by Weight Deleterious Rock 1.0 Shale and Pyrite 0.2 Chert in Limestone 0.5 Other Foreign Material 0.1

505.40.2 3 Fine aggregate shall be in accordance with Sec 1005 and shall be Class A sand in accordance with

Sec 501.

505.40.2 4 With approval of the engineer, other gradations of coarse or fine aggregate may be used, however all

quality requirements, including a maximum of 2 percent passing the No. 200 for fine and coarse aggregate, shall apply and the maximum aggregate size shall not exceed that of Sec 1005, Grade E aggregate.

505.40.2 5 Pozzoloanic material or Portland pozzolan cements shall not be used.

505.40.2 6 Latex admixture shall be kept in suitable enclosures which will protect it from freezing and from

exposure to temperatures in excess of 85 F.

505.40.3 Concrete Mixture.

505.40.3 1 The concrete mixture shall meet the following requirements:

Property Specific Value Air Content percent 0.0 to 6.5 Slump, inches, max. 9.0 Fine Aggregate, % of total aggregate by weight 50 to 55 Cement Content, lb/cy, min. 658 Latex Emulsion Admixture, gal/cy, min. 24.5 Net Water ª-Cement Ratio, lb water/lb cement, max. 0.42 aNet water shall be considered the quantity of mixing water added plus the non-solid portion of the latex emulsion. 269505.40.3.2 Chloride permeability shall not be greater than 1000 coulombs when tested in accordance with AASHTO T 277. Tests shall be performed on specimens at 28-days. This test shall be performed on each mixture submitted for approval. The tests are to be performed by a qualified commercial laboratory.

505.40.3 3 The mixture shall be designed to develop a minimum 28-day compressive strength of 4,500 psi.

505.40.3 4 Anti-foam additives as recommended by the latex emulsion manufacturer may be required if the

concrete mixture entrained air is above the specified amount.

505.40.3 5 Air-entraining admixtures shall not be added.

505.40.3 6 A set control in accordance with the cement manufacturer’s recommendation may be considered.

505.40.3 7 Admixtures containing calcium chloride shall not be used.

505.40.3 8 Mix Design. The contractor shall submit the mix design to Construction and Materials for approval.

The mix design shall be within the limits specified in this specification. The mix design shall also include actual test results for the following information:

505.40.3 8.1 If other aggregate gradations than standard specifications are utilized, the contractor shall designate

the intended target gradation and allowable gradation range for each fraction. The target gradations and allowable gradation ranges will be used for inspection and quality control of the aggregates.

505.40.3 8.2 Any change in mix design or proportions shall be approved by the engineer.

505.40.4 Testing. Testing will be done in accordance with Sec 505.10.4, except that the slump test will be

conducted 4 to 5 minutes after discharge from the mixer. During the waiting period, concrete shall be deposited on the deck and shall not be disturbed.

505.40.5 Mixing.

505.40.5 1 The concrete shall be volumetrically mixed at the bridge site by a continuous mixer in accordance

with Sec 501. In addition to other requirements, the mixer shall provide positive control of the latex emulsion into the mixing chamber, and the latex emulsion shall calibrate to within ±2 percent of that required. The mixer shall be capable of continuously circulating the latex emulsion and have a flow-through screen between the storage tank and the discharge.

505.40.5 2 The concrete discharged from the mixer shall be uniform in composition and consistency. Mixing

capability shall be such that initial and final finishing operations can proceed at a steady pace. Final finishing shall be completed before the formation of a plastic surface film on the surface.

505.40.5 3 The moisture content of aggregates at the time of proportioning shall be such that water will not

drain or drip from a sample. Coarse and fine aggregate shall be furnished and handled to avoid variations in the moisture content affecting the uniform consistency of the concrete.

505.40.5 4 Each drum of latex admixture shall be mechanically agitated or hand rolled until thoroughly mixed

prior to being introduced into the mixer storage compartment. Latex admixture that is stored in the mixer storage compartment overnight or during delays in mixing of four hours or more shall be agitated by at least two complete cycles in a continuous circulating pump or by mechanical means in the storage compartment. The flow through screen shall be cleaned immediately prior to beginning proportioning and as often as necessary thereafter. Latex admixtures of different brands shall not be combined together in any manner. 270505.40.5.5 The water/cement ratio shall be within 0.02 of that specified in the approved mix design. If adjustments for water content beyond that are necessary, a previously tested and approved mixture shall be used.

505.40.5 6 Prior to placement of concrete, the contractor shall be required to prepare trial batches of concrete for

testing. Trial batches shall comply with the limits specified in this specification.

505.40.6 Surface Preparation. Surface preparation shall be in accordance with Sec 505.10.6 except as

specified herein.

505.40.6 1 Prior to scarifying or chipping on concrete adjacent to latex modified very early strength concrete, 24

hours of curing shall elapse. If practical, or unless otherwise shown on the plans, all scarifying by mechanical units shall be completed prior to placing any latex modified very early strength concrete. Areas from which unsound concrete and patches have been removed shall be kept free of slurry produced by wet sawing or wet scarifying by planning the work such that this slurry will drain away from the completed areas of preparation.

505.40.6 2 On both existing and new decks for non-hydro demolition projects, within 24 hours before placement

of the wearing surface begins, the entire surface shall be thoroughly cleaned by water blasting followed by an air blast in accordance with Sec 505.10.6.4.2..

505.40.6 3 Clean-up and disposal of blast material shall be in accordance with Sec 202.3.1.3..

505.40.7 Finishing Equipment.

505.40.7 1 The finishing machine shall be in accordance with Sec 505.20.7.

505.40.7 2 Support rails shall be in accordance with Sec 505.10.7..

505.40.8 Placing and Finishing Concrete. Placing and finishing shall be in accordance with Sec 505.10.8,

except as specified herein.

505.40.8 1 Prior to placement of latex modified very early strength concrete, the cleaned surface shall be

thoroughly wetted for a minimum of one hour, then covered with polyethylene sheeting until time of concrete placement. The surface shall be damp at the time the wearing surface is placed. Any standing water in depressions, holes or areas of concrete removal shall be blown out with compressed air. No free water or puddles of standing water shall exist at the time of placement.

505.40.8 2 Hand vibrators shall be used in areas of monolithic deck repair in the deck below the bottom of the

planned deck wearing surface thickness where concrete is being placed around reinforcement, deeper areas within the pour, and along curb lines and construction joints. Deep areas shall be filled in advance during the wearing surface pour so the material stiffens enough that it will not roll back under the paving screed.

505.40.8 3 Expansion joints and dams shall be formed in the concrete wearing surface. Formation of the joint by

sawing through the wearing surface will not be allowed.

505.40.8 4 Water shall not be added to the surface of the concrete during finishing. A commercially available

evaporation retardant may be used judiciously with a misting device during the finishing process until the wet burlap is applied only to prevent the surface of the concrete from drying out. The evaporation retardant shall not be used to increase surface workability.

505.40.8 5 Texturing shall occur immediately after finishing and before the plastic film forms on the surface.

Texturing shall be performed in a manner to prevent pulling the concrete away from an existing vertical face Care shall be taken not to texture too deep and not to tear the surface.

505.40.8 6 Screed rails and headers shall be separated from the newly placed material by passing a pointing

trowel along their inside face. Metal expansion dams shall not be separated from the new wearing surface. The trowel cut shall be made for the entire depth and length of rails or headers after the mixture has stiffened sufficiently and shall prevent the concrete from flowing back into the cut. 271505.40.8.7 During placement of the wearing surface, all joints with adjacent concrete shall be sealed with a mortar paste of equal parts cement and fine aggregate, using latex emulsion in lieu of mixing water.

505.40.8 8 The wearing surface concrete shall be moist cured from the time placed until opened to traffic.

505.40.8 9 The wet cure shall be applied promptly after the concrete has been placed on the deck without

deforming the finished surface.

505.40.8 10 Within one hour of covering with wet burlap, a layer of white polyethylene sheeting shall be placed

on the wet burlap. The surface shall receive a wet cure until the latex modified very early strength concrete has attained a compressive strength of at least 3000 psi.

505.40.8 11 The thickness of the wearing surface shall not exceed 3 inches, unless otherwise approved by the

engineer.

505.40.8 12 The finished deck will be examined for cracking. If cracking is found, the engineer will determine

whether cracking is detrimental, whether remedial surface repairs are needed or whether the wearing surface in the cracked area should be removed and replaced. All remedial surface repairs, removal or replacement shall be done by the contractor at the contractor’s expense.

505.40.8 13 After placement and curing of the latex modified very early strength concrete, the finished deck will

be tested to detect unbonded areas.

505.40.8 14 No surface sealing shall be applied to the latex modified very early strength concrete wearing

surface.

505.40.9 Supplementary wearing surface material shall be in accordance with Sec 505.10.9.

505.40.10 Limitations of Operations.

505.40.10 1 No latex modified very early strength concrete shall be placed when the ambient or deck surface

temperature is above 85 F. Deck temperature shall be determined in accordance with MoDOT Test Method T20.

505.40.10 2 Since latex modified very early strength concrete may not exhibit bleed water, the probability of

plastic shrinkage cracking is increased. At surface evaporation rates above 0.1 pounds per square foot per hour plastic shrinkage cracking is probable and the contractor should take precautions such as erecting windbreaks, lowering the mix temperature or delaying operations until ambient temperatures are lower. Fogging the concrete surface will only be allowed, as provided for in this specification. Surface evaporation rates can be predicted from mix temperature, air temperature, relative humidity and wind velocity using Figure 1 of ACI 308-81 (revised 1986) "Standard Practice for Curing Concrete".

505.40.10 3 A fogging system shall be in-place prior to concrete placement. The fogging system shall consist of

pressurized equipment that distributes water at minimum rate of 0.10 gallon per hour per square foot. The fogging system shall apply the fog uniformly over the entire surface of the bridge deck. The fogging system shall produce atomized water that has a droplet with a maximum diameter of 0.003 inch and which keeps the finished deck surface saturated without producing standing water. The contractor shall submit a letter certifying that their fogging system is in accordance with this specification.

505.40.10 4 The fogging system shall be started progressively along the length of the deck, during or

immediately after floating.

505.40.10 5 No latex modified very early strength concrete shall be placed at ambient or deck surface

temperatures below 45 F. Latex modified very early strength concrete shall be protected to maintain a minimum specified curing temperature of 45 F. The contractor shall provide a method, meeting the approval of the engineer, of monitoring the concrete that demonstrates that the concrete has been maintained above the minimum curing temperature and has been protected from freezing. Any concrete damaged by freezing or which is exposed to a temperature of less than 45 F during the first 8 hours after placement shall be removed and replaced at the contractor's expense. 272505.40.10.6 The temperature of the latex modified very early strength concrete at time of placement shall be between 45 F and 90 F. If either the aggregate or water is heated, the maximum temperature for each shall be 100 F at the time of addition to the mix. Any method of heating during the mixing of concrete may be used provided the heating apparatus will heat the mass uniformly and avoid hot spots which will burn the material. Cement or aggregate containing lumps or crusts of hardened material or frost shall not be used.

505.40.10 7 No vehicle traffic shall be permitted on the latex modified very early strength concrete surface until

the latex modified very early strength concrete has attained a minimum compressive strength of 3200 psi. Compressive strength will be determined by tests conducted in accordance with MoDOT test methods.

505.40.10 8 Concrete shall not be placed adjacent to a parallel surface course which is less than 24 hours old;

however, this restriction will not apply to a continuation of placement in a lane or strip beyond a joint in the same lane or strip.

505.40.10 9 Preparation of the area, except scarifying, may be started in a lane or strip adjacent to newly placed

surface the day following the surface placement. If this work is started before the end of the curing period, the work will be restricted such that any interference with the curing process is held to the minimum practical time only.

505.40.10 10 Longitudinal construction joints shall be placed between designated traffic lanes. The location of

the longitudinal joints shall be subject to the approval from the engineer.

505.40.10 11 Transverse joints in the wearing surface may be permitted if approval by the engineer. Transverse

joints shall be located a minimum of 10 feet from the centerline of bent.

505.40.10 12 A header shall be installed in case of delay in the placement operations exceeding one-half hour in

duration. During minor delays of one-half hour or less, the end of the placement shall be protected from drying with several layers of wet burlap.

505.40.10 13 Adequate precautions shall be taken to protect freshly placed concrete from rain. All placing

operations shall stop when rain begins. The engineer may order removal of any material damaged by rainfall and such material shall be replaced in accordance with this specification at the contractor's expense.

505.40.11 Removal. Removal shall be in accordance with Sec 505.10.11.

505.40.12 Repair. Repair shall be in accordance with Sec 505.10.12.

505.40.13 Method of Measurement. Measurement will be in accordance with Sec 505.10.13.

505.40.14 Basis of Payment. Payment will be in accordance with Sec 505.10.14.

SECTION 505.50 CSA CEMENT VERY EARLY STRENGTH CONCRETE.

505.50.1 Description This work shall consist of constructing a calcium sulfoaluminate dicalcium silicate (CSA)

cement very early strength concrete wearing surface on a prepared surface in accordance with this specification, as shown on the plans or as directed by the engineer.

505.50.2 Material All material shall be in accordance with Division 1000, Materials Details and specifically as

follows: Item Section Water Reducing Admixture1054 Burlap 1055 Polyethylene Sheeting 1058 Water 1070

505.50.2 1 CSA cement shall be a Type VRH (very rapid hardening) in accordance with ASTM C 1600. Mixing

other hydraulic cements with CSA cement will not be permitted. 273505.50.2.2 Coarse aggregate shall be an approved crushed limestone, crushed quartzite, flint chat from the Joplin area, or porphyry in accordance with Sec 1005, Gradation E, except the percentage of deleterious substances shall not exceed the following values, and the sum of percentages of all the deleterious substances shall not exceed one percent. Item Percent by Weight Deleterious Rock 1.0 Shale and Pyrite 0.2 Chert in Limestone 0.5 Other Foreign Material 0.1

505.50.2 3 Fine aggregate shall be in accordance with Sec 1005 and shall be Class A sand in accordance with

Sec 501.

505.50.2 4 With approval of the engineer, other gradations of coarse or fine aggregate may be used, however all

quality requirements, including a maximum of 2 percent passing the No. 200 for fine and coarse aggregate, shall apply and the maximum aggregate size shall not exceed that of Sec 1005, Grade E aggregate.

505.50.2 5 Pozzoloanic material or Portland pozzolan cements shall not be used.

505.50.2 6 Type S admixtures in accordance with ASTM C 494 may be used, if approved by the engineer.

505.50.3 Concrete Mixture.

505.50.3 1 The concrete mixture shall meet the following requirements:

Property Requirement Air Content, percent 0.0 to 6.5 Water-Cement Ratio, lb water/lb cement 0.42 to 0.45 Slump (at discharge), inches 7.0 to 9.0 Slump (after discharge)ª, inches 3.0 to 6.0 Fine Aggregate, % of total aggregate by weight50 to 55 Cement Content, lb/cy, min. 575 ª Conduct test 7 to 10 minutes after discharge

505.50.3 2 Chloride permeability shall not be greater than 1000 coulombs when tested in accordance with

AASHTO T 277. Tests shall be performed on specimens at 28 days. This test shall be performed on each mixture submitted for approval. Tests shall be performed by a qualified commercial laboratory.

505.50.3 3 The mixture shall be designed to develop a minimum 3-hour compressive strength of 3000 psi and a

minimum 28-day compressive strength of 4500 psi.

505.50.3 4 Air-entraining admixtures shall not be added.

505.50.3 5 A set control (citric acid) in accordance with the cement manufacturer’s recommendations may be

used.

505.50.3 6 Admixtures containing calcium chloride shall not be used.

505.50.3 7 Mix Design The contractor shall submit the mix design to Construction and Materials for approval.

The mix design shall be within the limits specified in this specification. The mix design shall also include actual results for the following information:

505.50.3 7.1 If other aggregate gradations than standard specifications are utilized, the contractor shall designate

the intended target gradation and allowable gradation range for each fraction. The target gradations and allowable gradation ranges will be used for inspection and quality control of the aggregates.

505.50.3 7.2 Any change in mix design or proportions shall be approved by the engineer.

505.50.4 Testing. Testing will be done in accordance with Sec 505.10.4, except that the slump test will also be

conducted 7 to 10 minutes after discharge from mixer. During the waiting period, concrete shall be deposited on the deck to allow for continued operations. Required adjustments to water shall be made upon notice of results of slump test.

505.50.5 Mixing.

505.50.5 1 The concrete shall be volumetrically mixed at the bridge site by a continuous mixer in accordance

with Sec 501.

505.50.5 2 The concrete discharge from the mixer shall be uniform in composition and consistency. Mixing

capability shall be such that initial and final finishing operations can proceed at a steady pace. Final finishing shall be completed before the formation of a plastic surface film on the surface.

505.50.5 3 The moisture content of aggregates at the time of proportioning shall be such that water will not

drain or drip from a sample. Coarse and fine aggregate shall be furnished and handled to avoid variations in the moisture content affecting consistency of the concrete.

505.50.5 4 Adjustments to the water-cement ratio shall be in accordance with Sec 505.50.3.1. If adjustments for

water content beyond that are necessary, a previously tested and approved mixture shall be used.

505.50.5 5 Prior to placement of concrete, the contractor shall be required to prepare trial batches of concrete for

testing. Trial batches shall comply with the limits specified in this specification.

505.50.6 Surface Preparation. Surface preparation shall be in accordance with Sec 505.10.6, except as

specified herein.

505.50.6 1 Scarifying or chipping shall not be started until 6 hours of curing of adjacent parallel courses of the

new wearing surface. Saw cutting of or adjacent to parallel courses of the new wearing surface shall not be started until 3 hours of curing of new wearing surface. If practical, or unless otherwise shown on the plans, all scarifying by mechanical units shall be completed prior to placing any wearing surface. Areas from which unsound concrete and patches have been removed shall be kept free of slurry produced by wet sawing or wet scarifying by planning the work such that slurry will drain away from the completed areas of preparation.

505.50.6 2 On both existing and new decks for non-hydro demolition projects, within 24 hours before placement

of the wearing surface begins, the entire surface shall be thoroughly cleaned by water blasting followed by an air blast in accordance with Sec 505.10.6.4.2.

505.50.7 Equipment.

505.50.7 1 The finishing machine shall be in accordance with Sec 505.20.7, except the allowance for the use of

truss or roller type screeds for narrow and short placements are subject to the approval of the engineer.

505.50.7 2 Support rails shall be in accordance with Sec 505.10.7.

505.50.8 Placing and Finishing Concrete. Placing and finishing shall be in accordance with Sec 505.10.8,

except as specified herein. 275505.50.8.1 Prior to placement of wearing surface, the cleaned surface shall be thoroughly wetted for a minimum of one hour, then covered with polyethylene sheeting until time of placement. All surfaces that will be covered with the wearing surface shall be damp at time of placement. Any standing water in depressions, holes or areas of concrete removal shall be blown out with compressed air or other type blowers sufficient for removal or removed with the use of vacuums. No free water or puddles of standing water shall exist at time of placement.

505.50.8 2 Hand vibrators shall be used in areas of monolithic deck repair in the deck below the bottom of the

planned deck wearing surface thickness where concrete is being placed around reinforcement, deeper areas within the pour, and along curb lines and construction joints. Deep areas shall be filled in advance during the wearing surface pour so the material stiffens enough that it will not roll back under the paving screed.

505.50.8 3 Expansion joints and dams shall be formed in the wearing surface. Formation of the joint by sawing

through the wearing surface will not be allowed.

505.50.8 4 Water shall not be added to the surface of the wearing surface during finishing. A commercially

available evaporation retardant may be used judiciously with a misting device during the finishing process until the wet burlap is applied only to prevent the surface of the concrete from drying out. The evaporation retardant shall not be used to increase the surface workability.

505.50.8 5 Texturing shall occur immediately after finishing and before the plastic film forms on the surface.

Texturing shall be performed in a manner to prevent pulling the concrete away from an existing vertical surface. Care shall be taken not to texture too deep and not to tear the surface.

505.50.8 6 Screed rails and headers shall be separated from the newly placed material by passing a pointing

trowel along their inside face. Metal expansion dams shall not be separated from the new wearing surface. The trowel cut shall be made for the entire depth and length of the rails or headers after the mixture has stiffened sufficiently and shall prevent the concrete from flowing back into the cut.

505.50.8 7 During placement of the wearing surface, all joints with adjacent concrete shall be sealed with a

mortar paste of equal parts cement and fine aggregate, using the CSA cement and water.

505.50.8 8 The wearing surface shall be wet cured from the time of placement a minimum of 3 hours and until a

compressive strength of 3200 psi is achieved.

505.50.8 9 Wet burlap shall be applied promptly after the wearing surface has been placed on the deck without

deforming the finish surface.

505.50.8 10 Within one hour of covering with burlap, a layer of white polyethylene sheeting shall be placed on

the wet burlap. The wearing surface material shall be wet at all times during curing process and may require additional wetting by contractor.

505.50.8 11 The thickness of the wearing surface shall not exceed 3 inches, unless otherwise approved by the

engineer.

505.50.8 12 The finished deck will be examined for cracking. If cracking is found, the engineer will determine

whether cracking is detrimental, whether remedial surface repairs are needed or whether the wearing surface in the cracked areas should be removed and replaced. All remedial surface repairs, removal or replacement shall be done by the contractor at the contractor’s expense.

505.50.8 13 After placement and curing of the wearing surface, the finished deck shall be tested to detect

unbonded areas.

505.50.8 14 No surface sealing shall be applied to the wearing surface.

505.50.9 Supplementary Wearing Surface Material. Supplementary wearing surface material shall be in

accordance with Sec 505.10.9.

505.50.10 Limitations of Operations.

276505.50.10.1 No wearing surface shall be placed when ambient or deck surface temperature is above 85 F. Deck temperature shall be determined in accordance with MoDOT Test Method T20.

505.50.10 2 Since CSA cement very early strength concrete will not exhibit bleed water, the probability of

plastic shrinkage surface cracking is increased. At surface evaporation rates above 0.1 pounds per square foot per hour plastic shrinkage is probable and the contractor shall take precautions such as erecting windbreaks, lowering the mix temperature, fogging or delaying operations until ambient temperatures and/or wind conditions are more favorable. Fogging the plastic concrete surface will only be allowed, as provided in this specification. Surface evaporation rates can be predicted from mix temperature, ambient temperature, relative humidity and wind velocity using Figure 1 of ACI 308-81 (revised 1986) “Standard Practice for Curing Concrete”.

505.50.10 3 A fogging system shall be in-place prior to concrete placement. The fogging system shall consist of

pressurized equipment that distributes water at a minimum rate of 0.10 gallons per hours per square foot. The fogging system shall apply the fog uniformly over the entire surface of the bridge deck. The fogging system shall produce atomized water that is a droplet with a maximum diameter of 0.003 inch and which keeps the finish deck surface saturated without producing standing water. The fogging system shall be started progressively along the length of the deck, during or immediately after floating. The contractor shall submit a letter certifying their fogging system is in accordance with this specification.

505.50.10 4 No wearing surface shall be placed at ambient or deck temperatures below 45 F. Concrete shall be

protected to maintain a minimum specified curing temperature of 45 F. The contractor shall provide a method, meeting the approval of the engineer, of monitoring the concrete that demonstrates the concrete has been maintained above the minimum curing temperature and has been protected from freezing. Any concrete damaged by freezing or which is exposed to a temperature of less than 45 F during the first 8 hours after placement shall be removed at the contractor’s expense.

505.50.10 5 The temperature of the concrete at time of placement shall be between 45 F and 90 F. If either the

aggregate or water is heated, the maximum temperature for each shall be 100 F at time of addition to the mix. Any method of heating during the mixing of concrete may be used provided the heating apparatus will heat the mass uniformly and avoid hot spots which will burn the material. Cement or aggregate containing lumps or crusts of hardened material or frost shall not be used.

505.50.10 6 No vehicle traffic shall be permitted on the wearing surface until the concrete has attained a

minimum compressive strength of 3200 psi. Compressive strength will be determined by tests conducted in accordance with MoDOT test methods.

505.50.10 7 Concrete shall not be placed adjacent to a parallel course which is less than 24 hours old; however,

this restriction will not apply to a continuation of placement in the lane or strip beyond a joint in the same lane or strip.

505.50.10 8 Preparation of an area, except scarifying, may be started in the lane or strip adjacent to newly

placed surface after 3 hours of wet curing. If this work is started before the end of the curing period, the work will be restricted such that any interference with the curing process is held to the minimum practical time only.

505.50.10 9 Longitudinal construction joints shall be placed between designated traffic lanes. The location of

the longitudinal joints shall be subject to the approval of the engineer.

505.50.10 10 Transverse joints in the wearing surface may be permitted if approved by the engineer. Transverse

joints shall be located a minimum of 10 feet from the centerline of bent.

505.50.10 11 A header shall be installed in case of delay in the placement operations exceeding one-half hour in

duration. During minor delays of one-half hour or less, the end of the placement shall be protected from drying with several layers of wet burlap.

505.50.10 12 Adequate precautions shall be taken to protect the placement from rain. All placing operations

shall stop when rain begins. The engineer may order removal of any material damaged by rainfall and such material shall be replaced in accordance with this specification at the contractor’s expense.

505.50.11 Removal. Removal shall be in accordance with Sec 505.10.11.

277505.50.12 Repair. Repair shall be in accordance with Sec 505.10.12.

505.50.13 Method of Measurement. Measurement will be in accordance with Sec 505.10.13.

505.50.14 Basis of Payment. The basis of payment will be in accordance with Sec 505.10.14.

SECTION 505.60 STEEL FIBER REINFORCED CONCRETE.

505.60.1 Description. This work shall consist of constructing a steel fiber reinforced concrete wearing surface

on a prepared surface in accordance with this specification, as shown on the plans or as directed by the engineer.

505.60.2 Material.

505.60.2 1 Concrete shall be Class B-1 or B-2 as specified on the plans and in accordance with Sec 501.

505.60.2 2 Aggregate shall be in accordance with Sec 505.10.2.

505.60.2 3 Steel fibers shall be made from stainless steel and nominally be 2 inches long and meet the physical

property requirements prescribed in ASTM A820. One-inch Helix fibers are also allowed. Steel fibers shall have a quantity of at least 2000 fibers per pound and a fiber aspect ratio of 40 to 60. The steel fibers shall not have any hooks or 90-degree bends. The steel fibers shall be free from rust, oil and other deleterious materials. Steel fibers shall be transported, stored and applied to the concrete mixture in accordance with the manufacturer’s recommendations.

505.60.2 3.1 The contractor shall provide initial on-site technical assistance from the supplier of the steel fiber

reinforcement. Further technical assistance shall be available at the request of the engineer.

505.60.3 Concrete Mixture. The contractor shall prepare and submit the mix design and mixing procedures to

Construction and Materials for approval. The contractor shall not begin ordering materials until the mix design and mixing procedures are approved.

505.60.3 1 The contractor shall designate in the mix design letter what target the slump will be in the field.

505.60.3 2 The steel fiber dosage rate shall be 80 pounds per cubic yard of concrete.

505.60.3 3 Any change in mix design or proportions shall be approved by the engineer.

505.60.4 Testing. Testing shall be in accordance with Sec 505.10.4.

505.60.5 Mixing. Mixing shall be in accordance with Sec 501.

505.60.6 Surface Preparation. Surface preparation shall be in accordance with Sec 505.10.6.

505.60.7 Finishing Equipment. The finishing machine shall be designed for striking off and finishing steel

fiber reinforced concrete wearing surface. The finishing machine, screeds, traveling strike off and support rails shall be in accordance with Sec 505.10.7.

505.60.8 Placing and Finishing Concrete. Placing and finishing shall be in accordance with Sec 505.10.8,

except as specified herein.

505.60.8 1 Pumping shall generally be in accordance with Sec 703. Unless otherwise approved by the engineer,

the following practices shall be observed:

505.60.8 2.1 As part of the pre-placement conference a trial placement of steel fiber reinforced concrete wearing

surface shall be made. The trial placement shall use the same delivery and placing equipment as shall be used in the actual work and shall use the mix design as approved by the engineer. For pumped concrete, simulate as closely as possible the distance and height that the concrete is to be pumped. As a minimum, the trial placement shall be a 10-foot by 10-foot by 4-inch thick slab.

505.60.8 2.2 Placement of steel fiber reinforced concrete wearing surface for the project shall not be allowed

until the engineer approves the contractor’s plan, including the results of the trial placements. Mixing, pumping, placing and finishing techniques should ensure uniform fiber distribution throughout the mixture without fiber balling or segregation. After approval, the placement plan shall not be changed unless approved in writing by the engineer.

505.60.8 2.3 The trial slab shall become the property of the contractor after the placement plan has been

approved by the engineer and shall be removed and disposed of in accordance with Sec 202.

505.60.8 2.4 The curing and sealing of the concrete wearing surface on existing bridge decks shall be in

accordance with Sec 703.3.6.

505.60.8 2.5 The curing of the concrete wearing surface on the bottom slab of existing box culverts shall be in

accordance with Sec 703.3.6. Concrete sealer will not be required.

505.60.9 Supplementary Wearing Surface Material. Supplementary wearing surface material shall be in

accordance with Sec 505.10.9.

505.60.10 Limitations of Operations. Operations shall be limited in accordance with Sec 505.10.10.

505.60.11 Removal. Removal shall be in accordance with Sec 505.10.11.

505.60.12 Repair Repair shall be in accordance with Sec 505.10.12.

505.60.13 Measurement of Payment. Measurement will be in accordance with Sec 505.10.13.

505.60.14 Basis of Payment. The basis of payment will be in accordance with Sec 505.10.14.

SECTION 505.70 POLYESTER POLYMER CONCRETE.

505.70.1 Description. This work shall consist of constructing a polyester polymer concrete wearing surface on a

prepared surface in accordance with this specification, as shown on the plans or as directed by the engineer. Polyester polymer concrete wearing surface shall be composed of the following components – polyester resin binder, high molecular weight methacrylate (HMWM) resin and aggregate.

505.70.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Polyester Polymer Wearing Surface1039

505.70.2 1 Delivery of Material. All material shall be delivered in their original containers bearing the

manufacturer’s label, specifying date of manufacturing, batch number, trade name, and quantity. Each shipment of polyester resin binder and HMWM resin shall be accompanied by a MSDS.

505.70.2 2 Storage of Material. The material shall be stored to prevent damage by the elements and to ensure

the preservation of their quality and fitness for the work. The storage space shall be kept clean and dry, and shall 279contain a high-low thermometer. The temperatures of the storage space shall not fall below nor rise above that recommended by the manufacturer. Every precaution shall be taken to avoid contact with flame.

505.70.2 3 Inspection. Stored materials shall be inspected prior to their use, and shall meet the requirements of

this specification at the time of use.

505.70.2 4 Failure. Any material which is rejected because of failure to meet the required tests or has been

damaged so as to cause rejection shall be immediately replaced at no additional expense to the Commission.

505.70.2 5 Required Amount. Sufficient material to perform the entire polyester concrete application shall be

in storage at the site prior to any field application, so there shall be no delay in procuring the material for each day’s application.

505.70.2 6 Training. The contractor shall arrange to have the material supplier furnish technical service related

to application of material and health and safety training for personnel who are to handle the polyester polymer concrete and the HMWM resin prime coat.

505.70.2 7 Technical Support. The materials supplier shall have a representative onsite during placement of the

polyester polymer concrete.

505.70.3 Concrete Mixture. The contractor shall prepare and submit the mix design and mixing procedures to

Construction and Materials for approval. The contractor shall not begin ordering materials until the mix design and mixing procedures are approved.

505.70.3 1 The contractor shall designate in the mix design letter what the target slump will be in the field.

505.70.3 2 The mix design shall include a recommended initiator percentage for the expected application

temperature.

505.70.3 3 Any change in mix design or proportions shall be approved by the engineer.

505.70.4 Testing. Testing shall be in accordance with Sec 505.10.4, except as specified herein.

505.70.4 1 Bond testing shall be performed for each placement on each day. Testing will be conducted at three

locations 48 hours after placement. Testing will be performed in accordance to ACI 506R. A passing test is the failure of the concrete substrate or bond strength above 250 psi.

505.70.5 Mixing. Mixing shall be in accordance with Sec 501.

505.70.6 Surface Preparation. Surface preparation shall be in accordance with Sec 505.10.6, except as

specified herein.

505.70.6 1 With approval from the engineer, the contractor may use automatic shot blasting units in lieu of sand

blasting. The automatic shot blasting units shall be self-propelled and include a vacuum to recover spent abrasive. The abrasive shall be steel shot. Magnetic rollers shall be used to remove any spent shot remaining on the deck after vacuuming. Cleaned surfaces shall not be exposed to vehicular or pedestrian traffic other than that required by the wearing surface operation.

505.70.6 2 All steel surfaces that will be in contact with the wearing surface shall be cleaned in accordance with

SSPC-SP10, Near –White Blast Cleaning, except that wet blasting methods shall not be allowed.

505.70.7 Finishing Equipment. The finishing machine shall be designed for striking off and finishing polyester

polymer concrete wearing surface. The finishing machine, screeds, traveling strike off and support rails shall be in accordance with Sec 505.10.7.

505.70.8 Placing and Finishing Concrete. Placing and finishing shall be in accordance with Sec 505.10.8,

except as specified herein.

505.70.8 1 Prime Coat. One coat of HMWM prime coat shall be applied to the prepared concrete and steel

surfaces immediately before placing the polyester polymer concrete. The prime coat shall be uniformly applied 280to completely cover the surface to receive the wearing surface. The area receiving the prime coat shall be dry and had no exposure to any moisture within the past 24 hours. Prior to applying the prime coat, the surface shall be cleaned with compressed air to remove accumulated dust and any other loose material.

505.70.8 1.1 The concrete bridge deck surface shall be between 50 F and 100 F when applying the prime coat.

505.70.8 1.2 If the primed surface becomes contaminated, the contaminated area shall be cleaned by abrasive

blasting and re-primed at no additional expense to the Commission.

505.70.8 2 Polyester Polymer Concrete. Polyester polymer concrete shall be placed immediately after the

prime coat is applied to the bridge deck and within two hours of placing the prime coat.

505.70.8 2.1 Polyester polymer concrete shall not be placed when the relative humidity is above 90 percent. If

placed at night, care should be taken that the relative humidity does not rise rapidly with falling temperatures.

505.70.8 2.2 The surface temperature of the area to receive polyester polymer concrete shall be the same as

specified in Sec 505.70.8.1.1.

505.70.8 2.3 Mixing. The concrete shall be volumetrically mixed at the bridge site by a continuous mixer in

accordance with Sec 501.

505.70.8 2.3.1 The continuous mixer shall be equipped with a metering device that automatically measures and

records the aggregate volumes and corresponding resin volumes. The volumes shall be recorded at no greater than five-minute intervals along with the time and date of each recording. A printout of the recordings shall be furnished to the engineer at the end of each shift. Readout gages shall be visible to the engineer at all times.

505.70.8 2.3.2 The concrete discharged from the mixer shall be uniform in composition and consistency. Mixing

capability shall be such that initial and final finishing operations can proceed at a steady pace.

505.70.8 2.3.3 The contractor shall prevent any cleaning chemicals from reaching the polyester polymer

concrete mix during the mixing operation.

505.70.8 2.3.4 Polyester polymer concrete shall be placed prior to gelling and within 15 minutes following the

addition of initiator, whichever occurs first. Polyester polymer concrete that is not placed within this time shall be discarded.

505.70.8 2.3.5 The polyester resin binder in the polyester polymer concrete shall be 12 percent ± one percent by

weight of the dry aggregate. The contractor shall determine the exact percentage as approved by the engineer.

505.70.8 2.3.6 The amount of peroxide initiator used shall result in a polyester polymer concrete set time

between 30 and 120 minutes during placement. The initial set time will be determined by using an initial-setting time Gillmore needle in accordance with ASTM C266. Accelerators or inhibitors may be required as recommended by the polyester resin supplier and as approved by the engineer.

505.70.8 2.4 Finishing equipment shall be capable of consolidating the polyester polymer concrete and striking

off the polyester polymer concrete to the final grade, thickness and cross-sections as shown in the contract documents.

505.70.8 3 Surface Texturing. The roadway surface, except within 12 inches of the inside face of the curb,

shall be textured as soon as the condition of the polyester polymer concrete will permit. The roadway finishing shall otherwise be in accordance with Sec 502. Hand-operated devices producing a satisfactory texture will be permitted. At the contractor's option, a finned float with a single row of fins may be used. The grooves produced by the finned float shall be approximately 1/8 inch wide at 5/8 to 3/4-inch centers and shall be approximately 1/8 inch deep. This operation shall be performed at such a time and in such a manner that the desired texture will be achieved while minimizing displacement of the layer aggregate particles.

505.70.9 Supplementary Wearing Surface Material. Supplementary wearing surface material shall be in

accordance with Sec 505.10.9. 281505.70.10 Limitations of Operations. Operations shall be limited in accordance with Sec 505.10.10, except that traffic and construction equipment shall not be permitted on the polyester polymer concrete wearing surface for at least two hours and until the polyester polymer wearing surface has reached a minimum compressive strength of 3000 psi as verified by the rebound number determined in accordance with ASTM C805.

505.70.11 Removal. Removal shall be in accordance with Sec 505.10.11.

505.70.12 Repair. Repair shall be in accordance with Sec 505.10.12.

505.70.13 Method of Measurement. Measurement will be in accordance with Sec 505.10.13.

505.70.14 Basis of Payment. The basis of payment will be in accordance with Sec 505.10.14.

282SECTION 506 CONCRETE OVERLAYS FOR PAVEMENTS SECTION 506.10 BONDED CONCRETE OVERLAYS OF ASPHALT PAVEMENTS.

506.10.1 Description. This work shall consist of producing and placing a bonded concrete overlay on

asphalt(BCOA) as shown on the plans or as directed by the engineer. The BCOA pavement shall be in accordance with Sec 502, except as modified herein. The BCOA pavement shall consist of a fiber reinforced concrete pavement placed over a prepared asphalt surface. Unless otherwise specified on the plans, the minimum BCOA pavement thickness shall be 4 inches. The prepared base asphalt shall have a minimum thickness of 3 inches.

506.10.2 Material. All material shall be in accordance with Division 1000, Material Details, unless otherwise

noted.

506.10.2 1 Fibers. Fibrillated polypropylene fibers shall be added at a rate of 3.0 pounds per cubic yard. All

fibers shall be measurable by weight. Fibers may be measured in bags, boxes or like containers with approval from the engineer. The containers shall be sealed by the fiber manufacturer, and shall have the weight contained therein clearly marked by the manufacturer. No fraction of container delivered unsealed or left over from previous work shall be used unless weighed. Fibers shall be added to the concrete mix and mixed according to the fiber manufacturer's recommendations.

506.10.2 2 Water-Reducers. An approved high range water-reducer admixture may be used. No re-dosing of

high range water-reducing admixture will be permitted.

506.10.3 Mix Design.

506.10.3 1 Mix Approval. The contractor shall submit a mix design to Construction and Materials for approval

in accordance with Sec 501. The mixture shall be designed to develop a minimum 28-day compressive strength of 4,600 psi. The maximum aggregate size shall be no more than one-third the thickness of the BCOA pavement.

506.10.3 2 Admixtures. Any admixtures used shall be certified by the fiber manufacturer for compatibility with

the fibers used in the concrete.

506.10.3 3 Mix Adjustments. The contractor shall not make any mix design changes during placement of the

BCOA pavement without prior approval from the engineer.

506.10.4 Construction Requirements. The QC/QA provisions of Sec 502 will not apply.

506.10.4 1 Surface Preparation. The existing bituminous surface shall be coldmilled in accordance with Sec

622.10 and as indicated elsewhere in the contract.

506.10.4 1.1 Prior to placing the BCOA pavement, the surface shall be thoroughly cleaned of all vegetation, dirt,

mud and other objectionable material. All dust and loose particles shall be completely removed.

506.10.4 1.2 The asphalt surface temperature shall not exceed 90 F at the time of BCOA pavement placement.

This may require night placement, water fogging or other suitable means of obtaining a cooler surface. At the time of placement of the BCOA pavement, there shall be no puddled water or other contamination to prevent bonding of the BCOA to the asphalt surface.

506.10.4 2 Placement.

506.10.4 2.1 Provided no loose, foreign material is tracked onto the surface, trucks used for transporting

concrete may drive on the pavement being overlaid and concrete may be deposited directly in front of the concrete spreader.

506.10.4 2.2 The BCOA pavement shall be free of fiber balls when placed.

283506.10.4.2.3 The concrete temperature shall not exceed 90 F when delivered to the site.

506.10.4 2.4 The BCOA pavement shall be placed in a uniform thickness on a final grade that has been

established by other means, such as cold milling.

506.10.4 3 Surface Finish. The surface finish of the BCOA pavement shall be in accordance with Sec 502.

506.10.4 4 Joints. Sawing of the joints shall not cause excessive raveling. The joints shall be spaced equidistant

longitudinally and transversely and at a distance approximately equal to twelve times the specified BCOA pavement thickness, with the following exceptions. Slight adjustments may be made in the joint spacing to equalize the longitudinal joints between pavement cast edges. All sawed BCOA pavement units shall be square, except as necessary in pavement width transitions. In such cases, slight field adjustments may be made to maintain relatively square units. Joint spacing for any adjustments shall not exceed one foot more than 12 times the specified BCOA pavement thickness. Transverse joints on adjoining lanes shall match. The minimum depth of the joints shall be one-third the BCOA and the width of the joint shall be 1/8 inch maximum. The joints shall not be sealed but shall be cleaned of all deleterious material after sawing. The engineer may require the contractor to replace BCOA pavement where cracking occurs due to late sawing at the contractor’s expense.

506.10.4 5 Curing. Curing compound shall be applied at 1.5 times the normal application rate. If blankets are

used for fast tracking, the blankets shall be light in color and shall not take the place of a curing compound. The temperature under the blanket shall not exceed 160 F. Blankets shall not be removed until the temperature under the blanket is within 40 F of the ambient temperature.

506.10.4 6 Opening to Traffic. BCOA pavement shall not be opened to all types of traffic until the concrete has

attained a minimum compressive strength of 3,500 psi. Compressive strength will be determined by tests conducted in accordance with MoDOT Test Methods.

506.10.5 Method of Measurement.

506.10.5 1 Material Furnished. Measurement for furnishing BCOA concrete will be made to the nearest 0.1

cubic yard for material incorporated into the BCOA pavement.

506.10.5 2 Material Placed. Measurement for placing BCOA pavement will be computed to the nearest 0.1

square yard.

506.10.5 3 Pavement Thickness Determination. The thickness of the BCOA pavement will be determined by

the average caliper measurement of cores in accordance with AASHTO T 148.

506.10.5 3.1 For the purpose of determining the constructed thickness of the pavement, cores will be taken at

random intervals in each traffic lane at the rate of one core per 1,000 feet, or increment thereof. In addition, cores will be taken at all locations where thickness measurements taken during construction indicate a thickness deficiency sufficient to justify a deduction from the contract unit price or at any other locations as may be determined by the engineer. If the measurement of any core is deficient in excess of 3/10 inch from the plan thickness, additional cores will be taken at 30-foot intervals parallel to the centerline ahead and behind the affected location until the extent of the deficiency has been determined.

506.10.5 3.2 Each core will represent the pavement thickness for a distance extending one-half the distance to

the next core, measured along the centerline. In the case of a beginning or ending core, the distance shall extend to the end of the pavement section.

506.10.5 4 Pavement Strength Determination. The strength of the BCOA concrete will be determined by

testing cylinders in accordance with AASHTO T 22. Cylinders will be tested at the rate of one per 500 cubic yards, or increment thereof. Any 28-day cylinder strength below 4,000 psi is unacceptable.

506.10.5 5 Final Measurement. Final measurement of the complete UTW pavement will not be made except

for authorized changes during construction or where appreciable errors are found in the contract quantity. The revision or correction will be computed and added to or deducted from the contract quantity.

506.10.5 6 Quantity of Cold milling. Measurement for cold milling bituminous pavement for removal of

surface will be made in accordance with Sec 622.10.4. 284506.10.6 Basis of Payment.

506.10.6 1 Material Furnished. The plan quantity for the furnishing of BCOA concrete will be paid for at the

contract unit price for BCOA concrete, per cubic yard. Reimbursement for any additional concrete incorporated into the BCOA pavement will be in accordance with Sec 109.5.3 and shall not exceed the unit contract price.

506.10.6 2 Material Placed. The plan quantity for the placement of BCOA pavement will be paid for at the

contract unit price for BCOA pavement, per square yard. No direct payment will be made for surface preparation following cold milling of the bituminous surface, or furnishing labor, equipment, reinforcement and other materials to place, finish, texture cure, and saw the joints in the BCOA pavement.

506.10.6 3 Pavement Thickness. Pavement thickness determination will be made after all smoothness

correction has been completed. If any core measurement of thickness is deficient, the contractor may remove and replace the pavement at the contractor's expense or leave the pavement in place, and receive the following deductions in payment: Deficiency in ThicknessDeductions, Percent of Contract Unit Price 0 to 3/10 inch None Over 3/10 inch 100

506.10.6 3.1 The above deductions will be applied to a section of pavement 30 feet long and will include the

entire paved width for a specific pass. Deductions for deficient thickness or damaged pavement may be entered on any estimate after the information becomes available.

506.10.6 3.2 Any pavement that is replaced shall be of a satisfactory quality and thickness that, when accepted

by the engineer, will be included in the pay quantity. No payment will be made for any costs incurred in the removal of the deficient pavement.

506.10.6 3.3 Removal of pavement shall be from the edge to a longitudinal joint or between longitudinal joints

and on each side of the deficient measurement until no portion of the exposed cross sections is more than 3/10 inch deficient, except that there shall be no less than 15 linear feet of pavement removed. If there remains less than 15 feet of acceptable pavement between the section that has been removed and a transverse contraction, expansion or construction joint, the contractor shall remove the pavement to the joint, at the contractor’s expense.

506.10.6 4 Adjustments. Any adjustments in payment as a result of the profilograph index or pavement

thickness deficiency of the BCOA pavement will be made to the unit contract prices for furnishing BCOA concrete, per cubic yard and placing BCOA pavement, per square yard. For this purpose, the volume of BCOA pavement placed per cubic yard price will be adjusted to a square yard price based on the plan BCOA pavement thickness.

506.10.6 5 Cold Milling. Payment for cold milling bituminous pavement for removal of surface will be made in

accordance with Sec 622.10.5. SECTION 506.20 UNBONDED CONCRETE OVERLAYS OF CONCRETE PAVEMENTS.

506.20.1 Description. This work shall consist of placing an interlayer material on an existing concrete

pavement and constructing an unbonded concrete overlay in accordance with the details and locations shown on the plans. The standard unbounded concrete overlay design thickness is either 8 or 5 inches. The eight-inch overlays are constructed similarly to new concrete pavement in terms of joint spacing and use of dowel bars and tie bars. The five-inch overlays are sawed into smaller panels and require no steel. The overlay shall be placed in accordance with Sec 502, except as herein stated.

506.20.2 Material. All material shall be in accordance with Division 1000, Material Details, unless specified

otherwise. 285506.20.2.1 Patching Material. Patching material for use in repair of surface defects prior to the overlay shall consist of bituminous material, cementitious material, or other equivalent material meeting the approval of the engineer.

506.20.2 2 Interlayer. The interlayer material shall be a minimum one-inch thick new bituminous or a

geotextile fabric in accordance with Section 1011.3.7.

506.20.2 3 Concrete. All procedures and material for the unbonded overlay shall be in accordance with Sec

502, including QC/QA and PWL provisions for non-reinforced concrete pavement, except the strength pay factor will account for 100 percent of the total pay factor. The pay factor for thickness will not apply.

506.20.2 4 Dowel Bars. Dowel bars shall be in accordance with Sec 1057.1 and of the size shown on the plans.

506.20.3 Construction Requirements.

506.20.3 1 Handling Traffic. Preliminary work, including joint sealing and patching, may be done under traffic

as permitted elsewhere in the contract. Prior to placement of the debonding material, the traffic shall be diverted as shown on the plans, and the remaining operations shall commence.

506.20.3 2 Surface Preparation. All holes greater than 2 inches wide and one inch deep in the surface of the

traffic lanes, excluding shoulders, shall be filled with patching material and shall be compacted to a flat, tight surface.

506.20.3 3 Expansion Joints. Any transverse expansion joints in the existing pavement shall be specifically

marked and identified as such.

506.20.3 4 Interlayer Placement.

506.20.3 4.1 Bituminous Interlayer. The surface temperature of a bituminous interlayer shall not exceed 90

degrees F prior to the overlay placement. The temperature may be controlled with any means approved by the Engineer, including, but not limited to white curing compound and water misting.

506.20.3 4.2 Geotextile Interlayer. Geotextile interlayer placement shall comply with the following

requirements:

506.20.3 4.2.1 Fabric shall be tight without excess wrinkles and folds.

506.20.3 4.2.2 Fabric shall be pinned to underlying layer with bolts/nails punched through galvanized

washers/discs every 6 ft.

506.20.3 4.2.3 Where it occurs, fabric shall overlap by 8 ± 2 in.

506.20.3 4.2.4 Fabric shall be damp, but not saturated, prior to concrete placement.

506.20.3 4.2.5 The surface temperature of the fabric shall not exceed 90 degrees F prior to the overlay

placement.

506.20.3 4.2.6 Fabric shall extend throughout the travelway and overlap onto the shoulder by at least 18 inches.

506.20.3 5 Surace Cleaning. Before the unbonded concrete overlay is placed, the interlayer surface shall be

free of loose material.

506.20.3 6 Dowel Bars. Dowel bars for eight-inch unbounded overlays shall be installed the full width of the

unbonded overlay and the baskets, if used, shall be firmly anchored to the interlayer surface.

506.20.3 7 Tie Bars. Tie bars shall be installed between lanes in an eight-inch unbounded concrete overlay.

506.20.3 8 Concrete Temperature. The concrete temperature shall not exceed 90 F when delivered to the site.

286506.20.3.9 Placing Concrete. Provided no loose foreign material is tracked onto the surface, trucks used for transporting concrete may drive on the pavement being overlaid and concrete may be deposited directly in front of the concrete spreader.

506.20.3 10 Joints.

506.20.3 10.1 Any expansion joints shall be precut in the plastic concrete to allow for slab movement prior to

sawing. As soon as sawing is possible, the contractor shall saw two full-depth cuts on each side of the precut joint following the edges of the underlying expansion joint, as marked out, and the concrete between the saw joints shall be removed.

506.20.3 10.2 Sawing of the contraction joints shall not cause excessive raveling. Standard joint spacing for a

five-inch unbounded concrete overlay is 6 feet transversely and longitudinally. Standard joint spacing for an eight-inch unbounded overlay is 15 ft transversely and 12 ft across the full lane width. New transverse joints will not be required to match existing transverse joints. The minimum depth of the sawed joints shall be one- third the pavement thicknesss and the width of the joint shall be 1/8-inch maximum. The joints shall not be sealed, unless open more than ¼ inch, but shall be cleaned of all deleterious material after sawing. Concrete panels with cracking outside of the sawed joints shall be considered unacceptable.

506.20.3 11 Opening Strength. The unbounded concrete overlay may be opened for light-weight traffic when

the concrete has attained a minimum compressive strength of 2,500 psi. The concrete pavement shall not be opened to all types of traffic until the concrete has attained a minimum compressive strength of 3,000 psi. Compressive strength for opening to traffic shall be determined either by compressive strength tests in accordance with AASHTO T 22 or the maturity method in accordance with Sec 507.

506.20.3 12 Acceptance Testing Procedures and Reporting. All testing and reporting procedures for the

unbonded concrete overlay shall be in accordance with Sec 502.10, including QC/QA and PWL provisions for concrete pavement, except the following shall apply:

506.20.3 12.1 Minimum Thickness. Pavement thickness determination will be made after all smoothness

correction has been completed. The minimum concrete overlay thickness shall be the design thickness less 10 percent. Any core less than the minimum thickness is unacceptable. Additional cores will be taken at 30-foot intervals parallel to the centerline ahead and behind the affected locations until the extent of the deficiency has been determined. 506. 20.3.12.2 Compressive Strength. After the thickness is determined, the cores shall be tested for compressive strength in accordance with AASHTO T 22. The length-to-diameter (L/D) ratio of the core shall be measured and recorded to the nearest 0.01 inch, and the L/D ratio shall be between 1.00 and 2.00. If the L/D ratio of the drilled core is 1.75 or less, the compressive strength shall be corrected by multiplying the appropriate correction factor shown in the following table: L/D 1.751.51.251.00 Correction Factor0.980.960.930.87 Use interpolation to determine correction for L/D values between those given in the table.

506.20.3 12.3 Pay Factor. The Pay Factor for Compressive Strength (PFCS) will account for 100 percent of the

total pay factor. The total pay factor (PFt) for each lot shall be determined as follows: (PFt) = (1.0) PFCS ; where the pay factor for thickness does not apply. The PF for each pay factor item for each lot is based on the PWLt of each pay factor item of each lot and is determined as follows: When PWLt is greater than or equal to 70: PF = 0.5 PWLt + 55.0 When PWLt is less than 70: PF = 2 PWLt – 50. 287506.20.4 Method of Measurement.

506.20.4 1 Furnishing Concrete. Measurement for furnishing unbonded overlay concrete will be to the nearest

0.1 cubic yard. The cubic yard quantity will be calculated in one of the two ways explained in Secs 506.20.4.1.1 and 506.20.4.1.2. Thickness, profile, and smoothness requirements shall not be waived for either method of measurement, unless stated so in the plans or agreed to by the engineer.

506.20.4 1.1 Field Established Profile. The contractor shall establish the roadway profile prior to the overlay.

The profile shall be submitted to the engineer and include edge of pavement and centerline elevations at 50-foot intervals in tangent sections and 25-foot intervals in curve sections. The engineer will determine the final profile within 7 calendar days of receipt. The engineer will determine the required number of cubic yards of concrete from this profile. This quantity will be the field established plan quantity.

506.20.4 1.2 Existing Profile. The contractor shall use the plan quantity shown in the contract documents. The

contractor shall construct the overlay to match the profile of the existing roadway. The contractor may utilize traveling grade control to place the overlay.

506.20.4 2 Placing Unbonded Concrete Overlay. Measurement for placing unbonded overlay concrete will be

computed to the nearest 0.1 square yard. Final measurement of the completed pavement will not be made except for authorized changes during construction, or where appreciable errors are found in the contract quantity. The revision or correction will be computed and added to or deducted from the contract quantity.

506.20.4 3 Interlayer. Measurement for the interlayer will be made to the nearest square yard.

506.20.5 Basis of Payment.

506.20.5 1 Furnishing Concrete. The accepted volume of concrete for the unbonded concrete overlay will be

paid for at the contract unit price for furnishing concrete, per cubic yard.

506.20.5 2 Placing Unbonded Concrete Overlay. Placement of the unbonded concrete overlay will be paid for

at the contract unit price for placing unbonded concrete overlay per square yard. No direct payment will be made for furnishing labor, equipment, dowels, tie bars and other materials to place, finish, texture and cure the overlay including sawing and sealing, if necessary, the joints, in accordance with the plans and specifications.

506.20.5 3 Payment Adjustments. Any adjustments in payment as a result of the profilograph index or

pavement thickness deficiency of the unbonded concrete overlay will be made to the contract unit price for furnishing concrete and placing unbonded concrete overlay each, for the segments involved. Adjustment in payment for QC/QA concrete strength pay factors will be made to the contract unit price for furnishing concrete and placing unbonded concrete overlay, each, for the segments involved. For all adjustments, the furnishing concrete per cubic yard price will be adjusted to a square yard price based on the plan overlay thickness.

506.20.5 4 Interlayer. Payment for the interlayer will be paid for at the contract unit price per square yard.

506.20.5 5 Repairs. Payment for full depth and partial depth repairs shall be in accordance with Sec 613.

506.20.5 6 Surveying and Staking. Payment for contractor surveying and staking will be in accordance with

Sec 105. SECTION 506.30 UNBONDED CONCRETE OVERLAYS ON ASPHALT PAVEMENTS.

506.30.1 Description. This work shall consist of constructing an unbonded concrete overlay on an existing

asphalt surface in accordance with the details and locations shown on the plans. All work shall be performed in accordance with Section 506.20, except that an interlayer shall not be used. 288SECTION 507 STRENGTH OF CONCRETE USING THE MATURITY METHOD 507.1 Description. This specification covers the maturity method as a non-destructive means of determining in- place concrete strength for pavement or structural applications. The concept of the maturity method is based on the combined effects of concrete age and temperature, during hydration, on the rate of strength gain for a specific concrete mix. This method requires the establishment of a relationship between compressive strength and calculated maturity indices for a specific concrete mixture prior to placement of the mixture in the field. The contractor may use the maturity method in accordance with this specification to estimate the compressive strength of the in-place concrete. 507.2 Procedure. In-place concrete strength determined by the maturity method shall be in accordance with ASTM C 1074, except as noted herein. 507.2.1 Maturity Meter. The maturity meter shall have a secure means of collecting data that is unalterable. 507.2.2 Maturity Function Values. In lieu of determining values for datum temperature, To, or activation energy divided by the gas constant, Q, values of 14° F or 5,000 Kelvin may be used, respectively. 507.2.3 Standardization. The calibration of systems used for monitoring the maturity of concrete shall be verified every seven working days in accordance with AASHTO T 325, Sec 9.1 and ASTM C 1074, Sec 7.1. 507.2.4 Development of the Strength-Maturity Relationship. The contractor shall develop the strength- maturity relationship prior to placing any concrete on the project, and shall notify the engineer prior to development of the maturity curve. The development of the strength-maturity relationship shall be done in the field using project equipment and materials. 507.2.4.1 Preparing Test Specimens. When the strength-maturity relationship is developed, compressive strength specimens shall be fabricated, cured and tested at the plant site and fabricated from a minimum 3 cubic yard batch of concrete. Temperature of the fresh concrete shall be measured and recorded. All field specimens shall be fabricated and cured in accordance with AASHTO T 23, with the following exceptions. Specimens shall be cured for the first 24 hours under similar or like temperature conditions anticipated during construction, and specimens, including the cylinder used to monitor temperature, shall be de-molded at approximately 24 hours and cured in accordance with AASHTO T 23. The concrete mixture shall meet the specification requirements in order to determine the strength-maturity relationship. The concrete mixture shall be at or above the target air content established by the contractor. 507.2.4.2 Required Documentation. The contractor shall provide the engineer with the following information prior to placing any concrete on the project:

604.10.1 Description. This work shall consist of constructing concrete headwalls, drop inlets and manholes in

accordance with these specifications, as shown on the plans or as directed by the engineer.

604.10.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Precast Drainage Units 1033 Reinforcing Steel for Concrete1036

604.10.2 1 All concrete, except that portion placed monolithic with paved surfaces, shall be Class B. Concrete

for inverts shall be either Class B or concrete of a commercial mixture in accordance with Sec 501. Material, proportioning, mixing, slump and transporting shall be in accordance with Sec 501. Concrete shall be placed, finished and cured in accordance with Sec 703.

604.10.2 2 Steps for concrete manholes and drop inlets may be cast iron, aluminum alloy or polypropylene

plastic coated reinforcing steel. The portion of the step to be embedded in the concrete shall have a configuration that will prevent any pullout. These steps shall withstand a single concentrated load of 300 pounds without distortion on that portion protruding from the wall. The minimum width of rungs or cleats shall be 10 inches and shall be shaped to prevent the foot from slipping off the side. The step shall project a minimum distance of 4 inches from the wall of the riser or cone section measured from the point of embedment. The steps shall be embedded a minimum distance of 3 inches and shall be spaced vertically at a maximum distance of 16 inches.

604.10.2 3 Steps for drop inlets may be steel step bars as shown on the plans or steps meeting the above

requirements.

604.10.3 Construction Requirements.

604.10.3 1 All pipe built into the walls of the structure shall fit flush with the inside face of the wall. A joint,

consisting of one layer of commercially available 55 pound smooth roll roofing, a heavy coat of bituminous material or other appropriate bond breaker, shall be placed around that portion of the pipe extending into the walls of the structure. Steps shall clear all pipes and shall be built in the wall as designated by the engineer. Reinforcement of these structures shall be in accordance with Sec 706, and the excavation shall be in accordance with Sec 206.

604.10.3 2 Steps for concrete manholes and drop inlets shall be embedded by casting in place, mortaring or by

friction fit. Steps cast in place shall be set through the forms and secured against displacement before concrete is placed. The cavity receptacle for steps placed by friction fit shall be formed by casting in place a removable mold recommended for use by the manufacturer of the step.

604.10.3 3 New manholes for existing sewers shall be constructed as shown on the plans. Cutting the existing

sewer will be required to provide inlet and outlet connections to the new structure, and a bypass line shall be provided around construction at all locations where continuous sewer service will be required. Any portion of an existing sewer that is damaged in constructing the new manhole shall be repaired or replaced at the contractor’s expense with new material of a type matching the old.

604.10.4 Basis of Payment.

604.10.4 1 The accepted quantity of concrete headwalls, drop inlets and manholes will be paid for in the

following manner:

604.10.4 2 No direct payment will be made for:

604.20.1 Description. This work shall consist of adjusting manholes, catch basins, inlets and similar items as

shown on the plans. Existing frames and covers shall be salvaged and reused if specified in the contract. New manhole steps shall be provided as necessary. New manhole adjusting rings (adapters) shall be provided if specified in the contract.

604.20.2 Basis of Payment. The accepted adjustments of manholes, catch basins and inlets will be paid for at

the contract unit price for each of the pay items included in the contract. No direct payment will be made for steps or adjusting rings. SECTION 604.30 ADJUSTING HOUSE SEWER CONNECTIONS.

604.30.1 Description. This work shall consist of laying or relaying sanitary sewer house connections that are to

be relocated or that are to be reconnected to new sewers or temporarily removed to permit the installation of other items in the contract.

604.30.2 Material. The size and class of pipe to be used shall be in accordance with the local authority having

jurisdiction over the installation of sewer connections. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Vitrified Clay Sewer and Culvert Pipe1030 Plastic Joint Compound for Pipe 1057.8 Mortar for Pipe Joints 1066

604.30.3 Construction Requirements. Excavation for the laying of pipe and for backfilling the trench shall be

in accordance with Sec 726. The adjustment shall be made to the line and grade shown on the plans or as directed by the engineer. Where a house sewer connection is relocated or relaid above a water main, Class B concrete or concrete of a commercial mixture in accordance with Sec 501 shall be used to encase the sewer line a minimum thickness of 6 inches. The encasement shall extend to a point where the normal distance from the sewer to the water main is a minimum of 10 feet.

604.30.4 Method of Measurement. Measurement of adjusting house sewer connections will be made to the

nearest linear foot along the geometrical center of the adjusted pipe.

604.30.5 Basis of Payment.

604.30.5 1 The accepted quantity of adjusted house sewer connections, complete in place, will be paid for at the

contract unit price. Payment will be considered full compensation for all necessary pipe, tees, bends, wyes, the cutting of and joining new pipe to old pipe or structure, excavation, backfill, traps, fittings and items incidental thereto.

604.30.5 2 Payment for encasement, complete in place, will be paid for at the contract unit price.

298SECTION 604.40 PIPE COLLARS.

604.40.1 Description. This work shall consist of metal or concrete collars constructed around a pipe joint as

shown on the plans or as directed by the engineer.

604.40.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Corrugated Metallic-Coated Steel Culvert Pipe, Pipe-Arches and End Sections1020 Reinforcing Steel for Concrete 1036

604.40.2 1 Metal pipe for pipe collars shall be of the same thickness and shall have the same corrugation

dimensions as the corrugated metal pipe to be connected.

604.40.2 2 Concrete used for collars shall be Class B or concrete of a commercial mixture in accordance with

Sec 501.

604.40.3 Construction Requirements.

604.40.3 1 Pipe collars shall be provided for the following purposes:

604.40.3 2 If the pipe collar design is not applicable to the type of pipe being extended, the pipe collar shall be

modified to ensure a joint connection that will fit the pipe.

604.40.4 Basis of Payment. The accepted quantity of pipe collars will be paid for at the contract unit price.

SECTION 604.50 CONNECTING PIPE TO EXISTING STRUCTURES.

604.50.1 Description. This work shall consist of joining new pipe to existing manholes, box culverts, drop inlet

boxes or sewer pipes as shown on the plans or as directed by the engineer.

604.50.2 Construction Requirements. An opening for the new pipe shall be made through the walls or barrel

of the existing structure or pipe at the proper location and grade. The new pipe shall be properly fitted into place, flush with the inner face of the existing masonry, or as nearly so as the engineer determines is practical. After the pipe is in place, the opening around the pipe shall be sealed watertight in a manner approved by the engineer. Any portion of an existing structure that is damaged in joining the new pipe shall be repaired or replaced, at the contractor’s expense, with new material of a type matching the old. These requirements will be applicable in joining new pipe to another new pipe if the engineer determines the use of a manufactured connection joint is unnecessary.

604.50.3 Basis of Payment. No direct payment will be made for connecting pipe to existing structures.

SECTION 604.60 SLOTTED DRAINS.

604.60.1 Description. This work shall consist of furnishing and installing slotted drains in accordance with

these specifications, as shown on the plans or as directed by the engineer. 299604.60.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Slotted Drain1051

604.60.3 Construction Requirements.

604.60.3 1 The slotted drain shall be Type A, B or C as shown on the plans.

604.60.3 2 If Type C slotted drain is specified, the drain shall be installed such that the slanted spacer bars are

facing upstream, sloped against the direction of the surface flow.

604.60.3 3 Unless otherwise shown on the plans, the slotted drain shall be placed on Class A Bedding in

accordance with Sec 726 and backfilled to the top of the grate assembly with concrete meeting the requirements of Sec 609.10. The upper portion of the backfill may be placed in conjunction with the concrete curb or paving operations.

604.60.4 Method of Measurement. Final measurement will not be made except for authorized changes during

construction or where appreciable errors are found in the contract quantity. Where required, measurement of slotted drain, complete in place, will be made to the nearest linear foot along the geometric center of the drain. The revision or correction will be computed and added to or deducted from the contract quantity.

604.60.5 Basis of Payment. The accepted quantity of slotted drain, complete in place, including coupling

devices and any other necessary fittings, will be paid for at the contract unit price. No direct payment will be made for concrete required for installation of the slotted drain. 300SECTION 605 UNDERDRAINAGE 605.1 Description. This work shall consist of furnishing and installing underdrains and edge drains as shown on the plans or as directed by the engineer, and shall include excavating the trench, installing all required drainage media, and backfilling with material as specified or as directed by the engineer. 605.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Aggregate for Drainage 1009 Geotextile 1011 Geocomposite Edge Drain 1012 Outlet Pipes 1013 Pipe Aggregate Pavement Edge Drain 1013 Corrugated Metallic-Coated Steel Cross Drain and Structural Drain Pipe1022 Corrugated Aluminum Alloy Cross Drain and Structural Drain Pipe 1025 605.2.1 All underdrain and edge drain pipes shall be perforated, except as specified otherwise. 605.2.2 All special fittings, such as caps, wyes, tees and couplings, shall be of standard design and manufacture, and shall be compatible with the type of pipe or geocomposite drain to be used. 605.2.3 All steel fittings shall be zinc or aluminum coated. 605.2.4 All welds and cuts of steel pipe or fittings shall be repaired after welding, in accordance with Sec 1020. 605.3 Construction Requirements. 605.3.1 Although probable locations of underdrains are shown on the plans, modifications may be necessary due to conditions found on the project. The contractor shall perform work only as shown on the plans or as specified or approved in writing by the engineer. 605.3.2 Any underdrain trenching that results in an uneven trench bottom or exposes soft, yielding or unstable ground in the trench bottom shall be undergraded and backfilled with drainage aggregate material of sufficient thickness to ensure maintenance of proper alignment and gradient for all subsequent operations. 605.3.3 Any required drain pipe shall be firmly bedded and carefully aligned. The pipe shall be laid with perforations down if the perforations are not uniformly distributed around the circumference of the pipe, unless otherwise shown on the plans. All longitudinal pipe shall slope toward an outlet pipe at a minimum rate of one inch per 10 feet. Sections shall be jointed with approved fittings. Dead ends of pipe shall be completely closed by means of caps or plugs. Outlet openings shall be a minimum of 6 inches above the ditch bottom, and shall be protected with rodent screens in accordance with Sec 1013. Outlet pipe openings that are not exposed shall be connected to drain as shown on the plans or directed by the engineer. 605.3.4 Geotextile shall be used to completely envelope any drainage aggregate in trenches, except a geotextile will not be required when Grade 1 drainage aggregate is used, and only partial envelopment may be required when the underdrain abuts or is overlain by an approved open-graded base course or other drainage medium. A drainage geotextile wrap or sock shall envelope perforated drainage pipe when Grade 1 or Grade 2 drainage aggregate is used, or whenever any portion of a perforated pipe used as a discharge pipe is backfilled with soil. 605.3.5 Porous backfill shall be ponded with water immediately before covering to effect maximum settlement of backfill. SECTION 605.10 PIPE-AGGREGATE PAVEMENT EDGE DRAIN. 301605.10.1 Description. This work shall consist of placing a continuous pipe-aggregate edge drain under the edge of new pavement as shown on the plans or as directed by the engineer.

605.10.2 Construction Requirements. Aggregate shall be Grade 3, Grade 4 or Grade 5 drainage aggregate.

Edge drain pipe shall have a nominal internal diameter of 4 inches unless otherwise shown on the plans.

605.10.2 1 The contractor shall select plastic pipe meeting these specifications, except that geocomposite drains

shall not be used. Pavement edge drains shall be provided with outlet pipe and splash pads in accordance with Sec 605.60.

605.10.2 2 Trenching, placement, and backfill of underdrains shall be performed only after Type 1 or Type 5

base is placed and compacted. Backfill material shall be compacted by three passes of a vibrating pad or drum- type compactor approved by the engineer.

605.10.2 3 If a pipe-aggregate pavement edge drain is used on a pavement rehabilitation project, the contractor

shall not install the drain until all pavement repair and required undersealing have been completed in the area where the edge drain is to be placed.

605.10.2 4 Under new pavement, pipe-aggregate pavement edge drains shall be lined with geotextile and

wrapped. Edge drains underneath stabilized permeable base shall have the geotextile wrapped around the outside edge and over the top of the permeable base. The trench for pipe-aggregate pavement edge drains shall be lined and wrapped with a geotextile as shown on the plans.

605.10.2 5 All longitudinal edge drains and outlet pipes installed on the project will be subject to video camera

inspection as directed by the engineer.

605.10.2 5.1 Video inspection shall be conducted after all paving is complete. The engineer may randomly

select no less than ten percent of the lateral outlet pipes for inspection and extend inspection to 500 feet of the mainline pipe. Inspection areas shall not overlap each other, if possible. If deficiencies are found, a more extensive video inspection with expanded video coverage shall be conducted, which may inspect any or all of the edge drains on the project, as directed by the engineer.

605.10.2 5.2 The video camera head shall remain centered in the pipe during the inspection. The camera shall be

capable of negotiating a 90˚ angle from the 4-inch outlet pipe to the 4-inch longitudinal pipe. Camera progress shall be clearly visible on an 8-inch or greater monitor screen. The unit shall be able to record and play back the inspection. The unit shall allow audio dubbing during the inspection. The contractor shall provide a copy of the video inspection tapes to the engineer within three working days of inspection.

605.10.2 5.3 If the inspection reveals crushed or compressed pipe, separated joints, obstructions within the pipe

that prohibit the passage of the camera head, rips or cracks in the pipe wall, or longitudinal sags which allow silt to collect or water to stand in more than half the pipe depth, repair or replacement of the deficient portions of outlet or longitudinal pipe and the repair of the pavement, which is damaged by improper installation of the drain or the repair of deficient portions of the drain, shall be performed at the contractor’s expense.

605.10.3 Method of Measurement. Measurement of pipe-aggregate edge drain will be made to the nearest

linear foot along the centerline of the drain, center to center of fittings and junctions.

605.10.4 Basis of Payment.

605.10.4 1 Accepted quantities of pipe-aggregate edge drain will be paid for at the contract unit price per linear

foot, or at an adjusted contract unit price per linear foot as described herein. No overrun or underrun of contract quantity will constitute the basis for contract adjustment, other than as provided in Sec 605.10.4.2. No direct payment will be made for excavating the trench, backfilling and backfill material, or for video inspection of the outlet and longitudinal pipes. Outlet pipes will not be separately paid for, except in combination with any required splash pad.

605.10.4 2 Adjustments in the contract unit price per linear foot of pipe-aggregate edge drain will be made in

accordance with the following schedule where the engineer directs an increased depth of excavation from that shown on the plans. For purposes of determining the adjusted price, the excess depth of excavation will be averaged for the entire length of the drain if less than 100 feet and, if more than 100 feet, will be subdivided into 302100-foot increments plus any remaining fraction. Any required undergrading to provide a 3-inch bedding of drainage aggregate where geotextile trench lining is omitted will not be included in any calculation of excess depth of excavation for pay purposes. Average Excess Depth of Excavation Adjusted Price 0 to 6 inches Contract Price > 6 inches In accordance with Sec 104.3 SECTION 605.20 GEOCOMPOSITE PAVEMENT EDGE DRAIN.

605.20.1 Description. This work shall consist of furnishing and installing geocomposite pavement edge drain at

the locations shown on the plans or as directed by the engineer.

605.20.2 Construction Requirements.

605.20.2 1 The contractor shall furnish to the engineer a copy of the drain manufacturer's printed instructions for

installing the edge drain at least two weeks prior to installation. Except as noted herein, the installation of the drain shall be in accordance with the manufacturer's recommendations.

605.20.2 2 The contractor shall not install the drain until after all pavement repairs and required undersealing

have been completed in the area where the edge drain is to be placed.

605.20.2 3 Each length of drain shall be joined to the adjacent length prior to installation. Splices shall keep

adjoining lengths in proper alignment and shall not separate during installation. Splices shall have the same or greater compressive strength than the geocomposite edge drain, and shall be sealed against infiltration of the backfill material.

605.20.2 4 The drain shall be placed against the pavement side of the trench and shall be held in place while

backfill is placed to a compacted height of 6 inches ± one inch, using a vibratory wheel or plate compactor with a rated impact force of approximately 5000 pounds. The placement of the edge drain and the first lift of backfill shall be accomplished in a single continuous operation. After the first lift of backfill has been placed, the remainder of the backfill shall be placed and compacted by a vibratory compactor to the satisfaction of the engineer. Material excavated from the trench may be used for backfill, except that all backfill shall pass a 2-inch sieve. At the contractor's option, Grade 1 drainage aggregate may be used in two lifts and flooded with clean water to compact each lift. If this method is chosen, the drain shall be placed against the shoulder side of the trench.

605.20.3 Method of Measurement. Measurement of geocomposite pavement edge drain will be made to the

nearest linear foot along the centerline of the drain, center to center of fittings and junctions.

605.20.4 Basis of Payment. Accepted quantities of geocomposite pavement edge drain will be paid for at the

contract unit price per linear foot. No overrun or underrun of contract quantity will constitute the basis for contract adjustment. No direct payment will be made for excavating the trench or backfilling and backfill material. Outlet pipes will not be separately paid for, except in combination with any required splash pad. SECTION 605.30 PIPE-AGGREGATE PAVEMENT CROSS DRAIN.

605.30.1 Description. This work shall consist of placing metal pipe for sub drainage purposes as shown on the

plans or as directed by the engineer, and shall include excavating the trench and backfilling with material as specified or directed. Pipe-aggregate pavement cross drains shall be non-continuous and will typically be installed laterally beneath the pavement to improve localized drainage problems. Except as otherwise specified, all cross drains shall have a nominal internal diameter of 6 inches and shall be perforated.

605.30.2 Construction Requirements.

605.30.2 1 Porous backfill shall extend a minimum distance of shoulder line to shoulder line of flexible

pavements and a minimum of 18 inches outside of each edge of rigid pavement. 303605.30.2.2 The pipe shall be firmly bedded in the trench. Dead ends of pipe shall be completely closed by means of caps securely affixed to the pipe. Outlet ends shall be connected to a drain as shown on the plans or as directed by the engineer.

605.30.2 3 Trenching, placement and backfill of cross drains shall be performed only after Type 1 or Type 5

base is placed and compacted.

605.30.3 Method of Measurement. Measurement of pipe-aggregate cross drain will be made to the nearest

linear foot along the centerline of the drain, center to center of fittings and junctions.

605.30.4 Basis of Payment. Adjustments in the contract unit price per linear foot of pipe-aggregate cross drain

will be made in accordance with the following schedule where the engineer directs increased depth of excavation from that shown on the plans. For purposes of determining the adjusted price, the excess depth of excavation will be averaged for the entire length of the drain if less than 100 feet and, if more than 100 feet, will be subdivided into 100-foot increments plus any remaining fraction. Any required undergrading to provide a 3- inch bedding of drainage aggregate where geotextile trench lining is omitted will not be included in any calculation of excess depth of excavation for pay purposes. Average Excess Depth of Excavation Adjusted Price 0 to 6 inches Contract Price > 6 inches In accordance with Sec 104.3 SECTION 605.40 STRUCTURAL UNDERDRAIN.

605.40.1 Description. This work shall consist of installing pipe, generally for draining porous or other backfill

adjacent to concrete masonry construction, as shown on the plans or as directed by the engineer. The contractor shall select either plastic or metal pipe meeting these specifications, except that geocomposite drains shall not be used and where plastic pipe is used, a concrete splash pad will be required.

605.40.2 Construction Requirements.

605.40.2 1 The pipe shall be laid to the grade and alignment shown. Where a section of pipe is cast into

concrete, the remaining pipe shall be joined to these sections with connecting bands. The porous backfill material shall be placed such that the pipe will not become displaced and shall be firmly tamped under and around the entire pipe. Discharge ends shall be protected by approved methods to prevent obstruction until connections to outlets are installed.

605.40.2 2 When the fill above the drainage system is coarse aggregate or rock fill, Grade 3, 4 or 5, drainage

aggregate shall be used with no geotextile. When the remaining backfill is sand or soil, any drainage aggregate may be used with the following exceptions. For sand backfill and Grades 3, 4 and 5, drainage aggregate or for earth backfill and Grades 2, 3, 4 and 5 drainage aggregate, the backfill material shall be separated from the drainage aggregate with geotextile.

605.40.2 3 After placement of the drain pipe, the initial lift of backfill material shall be placed around and over

the pipe to a compacted depth not to exceed 6 inches above the pipe. This initial lift shall be compacted by two passes of a vibrating pad or drum-type compactor approved by the engineer. Any remaining porous backfill shall be placed in loose lift thicknesses not exceeding 6 inches and each lift compacted by two passes of the same equipment.

605.40.3 Method of Measurement. Measurement of structural underdrain will be made to the nearest linear

foot along the centerline of the drain, center to center of fittings and junctions.

605.40.4 Basis of Payment. Accepted quantities of structural underdrain will be paid for at the contract unit

price per linear foot. No direct payment will be made for excavating the trench or backfilling and backfill material. Outlet pipes will not be separately paid for, except in combination with any required splash pad. SECTION 605.50 FRENCH UNDERDRAIN. 304605.50.1 Description. This work shall consist of installing a drain, laterally across a pavement, using a trench, geotextile lining, and Grade 3 or Grade 4 drainage aggregate.

605.50.2 Construction Requirements.

605.50.2 1 French underdrains shall be constructed in the subgrade and through the shoulders to provide

drainage at locations shown on the plans. French underdrains shall have a trench of the dimensions shown on the plans, filled with porous backfill material. For that part of the trench in shoulders, the trench above the porous backfill shall be filled with suitable earth, well compacted.

605.50.2 2 Unless otherwise specified, both the trench width and depth of drainage aggregate shall be no less

than 18 inches. Where directed, the trench above the drainage aggregate shall be backfilled with well compacted suitable earth.

605.50.2 3 Drainage aggregate shall be placed in lifts not to exceed 18 inches in thickness and compacted in a

manner meeting the approval of the engineer.

605.50.2 4 All french underdrains shall be daylighted at discharge ends with minimum 10-foot lengths of

perforated 6-inch diameter metal pipe placed at or within 3 inches of the flow line.

605.50.3 Method of Measurement. Measurement of french underdrain will be made to the nearest linear foot

along the centerline of the drain.

605.50.4 Basis of Payment. Accepted quantities of french underdrain will be paid for at the contract unit price

per linear foot. SECTION 605.60 OUTLET PIPES AND SPLASH PADS.

605.60.1 Description. This work shall consist of furnishing and installing outlet pipes and splash pads for pipe-

aggregate pavement edge drain, geocomposite pavement edge drain, and structural underdrain, when four-inch plastic pipe is used, at the locations shown on the plans or as directed by the engineer.

605.60.2 Construction Requirements.

605.60.2 1 Unless otherwise shown, outlet pipes shall be installed perpendicular to the drain, with a two percent

gradient.

605.60.2 2 Concrete for splash pads shall be air-entrained and Class B, B-1 or concrete of a commercial mixture

in accordance with Sec 501.

605.60.2 3 Construction requirements for the splash pads shall be in accordance with Sec 609. If the excavation

is done to neat lines, forming will not be required. Pre-cast splash pads may be substituted for cast-in-place splash pads where approved by the engineer.

605.60.2 4 Outlet pipes shall be 4-inch diameter, non-perforated, schedule 40 or SDR 23.5 PVC pipe. Outlet

connections to pipe-aggregate pavement edge drains shall be with wye connectors or 90-degree elbows as shown on the plans.

605.60.2 5 Outlet pipe trenches shall not be cut prior to installation of the edge drain. Outlet installation shall be

completed promptly and, in all cases, within 72 hours of edge drain installation except with written approval from the engineer. The trench shall not be backfilled until the installation is inspected and approved by the engineer.

605.60.2 6 Backfilling of excavations for outlet pipe and splash pads shall be performed in accordance with Sec

203. If additional material is needed to complete the backfill, suitable material meeting the approval of the engineer shall be provided by the contractor at the contractor’s expense.

605.60.3 Method of Measurement. Measurement of outlet pipes and splash pads will be made per each.

305605.60.4 Basis of Payment. Payment for plan quantity of outlet pipes and splash pads, in combination, will be made at the contract unit price for each of the items included in the contract. SECTION 605.70 AGGREGATE DRAINS.

605.70.1 Description. This work shall consist of trenching and placing granular filler material wrapped with

geotextile as shown on the standard plans or as directed by the engineer. Construction of aggregate drains shall be after completion of granular base courses on new pavement or at least two weeks prior to shoulder work or pavement repair during pavement rehabilitation.

605.70.2 Construction Requirements.

605.70.2 1 The trench shall be constructed to the width and depth as shown on the standard plans. The bottom of

the trench shall be no higher than the bottom of pavement or granular base. The trench shall be smooth, firm and furnish a clean exposure to the pavement bottom or granular base course.

605.70.2 2 Any remaining trench shall be backfilled and compacted with suitable material in accordance with

Sec 203. When erodible aggregate material such as recycled glass, tire chips or fine aggregate, are used, the in slope or exposed area shall be covered with a minimum of 6 inches Grade 3, Grade 4, or Grade 5 aggregate, in accordance with Sec 1009.

605.70.3 Method of Measurement. Final measurement of aggregate drains will not be made except for

authorized changes during construction or where appreciable errors are found in the contract quantity. Where required, measurement of aggregate drains will be made to the nearest linear foot along the centerline of the drain from the edge of pavement to the end of the trench top.

605.70.4 Basis of Payment. Accepted quantities of aggregate drain, complete in place, will be paid for at the

contract unit price per linear foot. Payment will be considered full compensation for all labor, equipment, materials, and incidentals to complete this work, including excavation and geotextile wrap. 306SECTION 606 GUARDRAIL, CRASHWORTHY END TERMINALS, ONE-STRAND ACCESS RESTRAINT CABLE AND THREE-STRAND GUARD CABLE 606.1 Description. This work shall consist of furnishing and installing guardrail, crashworthy end terminals, one-strand access restraint cable or three-strand guard cable as shown on the plans or as directed by the engineer. 606.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Concrete 501 Guardrail, End Terminals, Crash Cushions, One-Strand Access Restraint Cable and Three-Strand Guard Cable1040 606.2.1 Concrete. Concrete shall be placed, finished and cured in accordance with Sec 703. 606.2.2 Cold Weather. During cold weather, the weather limitations of Sec 502 will apply to concrete work. 606.2.3 Aesthetic Guardrail. When specified, aesthetic guardrail shall be in accordance with NCHRP 350, Test Level 3 criteria and shall be of new stock. End terminals and crash cushions for aesthetic guardrail shall be fabricated and installed in accordance with Sec 606.30.3. 606.3 Construction Requirements. 606.3.1 General. Work on guardrail or guard cable removal and replacement when the adjacent travel or auxiliary lane is open to traffic during non-working hours shall adhere to the following requirements:

606.10.1 Description. This work shall consist of furnishing and installing guardrail as shown on the plans or as

directed by the engineer.

606.10.2 Construction Requirements.

606.10.2 1 Beams. Beams shall be spliced by lapping in the direction of traffic. The use of 12’-6” or 25-foot

sections of beam rails and channels, if required, will be permitted where true line and grade can be maintained.

606.10.2 2 End Anchors. End anchors shall be installed on ends of guardrail runs where crashworthy end

terminals are not required.

606.10.2 3 Delineators. Delineators shall be placed on all guardrail located 2 feet or less from the edge of the

shoulder. Delineators shall be spaced at 50-foot intervals.

606.10.2 3.1 Material. All material shall be in accordance with Division 1000, Material Details, and specifically

as follows: Item Section Delineators1065

606.10.2 3.2 Construction Requirements.

606.10.2 3.2.1 Delineator reflector colors shall correspond with pavement marking. Delineators shall be sheeted

on one side, facing oncoming traffic, unless otherwise specified. Where guardrail divides opposing lanes of travel, the delineators shall have retro-reflective sheeting on both sides corresponding to adjacent pavement markings. Guardrail located on off ramps shall have red reflective sheeting placed on the reverse side of the reflector. The use of the red sheeting on the back side of guardrail delineators may be used wherever there is a need to discourage wrong way driving. Guardrail located on two lane roads shall have retro-reflective sheeting on both sides corresponding to the adjacent pavement markings. If there are not edgelines present, white retro- reflective sheeting shall be used.

606.10.2 3.2.2 Delineators shall be installed according to manufacturer’s recommendations or as shown on the

plans.

606.10.2 3.2.3 Any damaged or missing delineators shall be replaced by the contractor at the contractor’s

expense.

606.10.3 Method of Measurement.

308606.10.3.1 Measurement of guardrail will be made to the nearest 1/2 linear foot for each increment along a line passing through the centerline of each post, and totaled to the nearest linear foot for the sum of the increments in the contract. The length will be measured separately for each guardrail type, as shown on the plans, excluding bridge anchor sections, end anchors, transition sections and bullnose guardrail systems. Bridge anchor sections, end anchors, transition sections and bullnose guardrail systems will be measured per each item furnished and installed.

606.10.3 2 Measurement for MGS Guardrail will be made to the nearest ½ linear foot for each segment

measured along the center of the W-beam rail from the centerline of the mid-span lap splice to the centerline of the mid-span lap splice totaled to the nearest linear foot for the sum of the increments in the contract. The length will be measured for each type of guardrail, as shown on the plans, excluding vertical barrier transitions, end terminals, MGS height and block transitions, MGS long span, and embedded anchor transitions. Vertical barrier transitions, end terminals, MGS height and block transitions, MGS long span, and embedded anchor transitions will be measured per each item furnished and installed.

606.10.4 Basis of Payment. The accepted quantities of guardrail, bridge approach transitions, end anchors,

MGS height and block transitions, MGS Long Span Guardrail, and bullnose guardrail systems, complete in place, will be paid for at the contract unit price for each of the pay items included in the contract. No direct payment will be made for end sections or terminal connectors. No direct payment will be made for setting posts in rock. No direct payment will be made for guardrail delineators provided on new guardrail. Delineators specified for installation on existing guardrail will be measured and paid for per each. SECTION 606.20 BLANK. SECTION 606.30 CRASHWORTHY END TERMINALS.

606.30.1 Description. This work shall consist of furnishing and installing crashworthy end terminals as shown

on the plans or as directed by the engineer.

606.30.2 Material.

606.30.2 1 Equipment and material shall be of new stock and in accordance with Sec 1040.

606.30.2 2 All Type A end terminal installations shall be a minimum of 50 feet long. Additional Type A or MGS

guardrail shall be provided by the contractor, at the contractor's expense, to increase the Type A end terminal to a length of 50 feet. If the end terminal is to be installed on MGS rail, the additional guardrail supplied shall be MGS rail.

606.30.3 Construction Requirements. End terminals and crash cushions shall be fabricated and installed in

accordance with the manufacturer's approved shop drawings, recommendations and as shown on the plans. Any units damaged during the term of the contract shall be replaced immediately at the contractor's expense.

606.30.3 1 Where a specific end terminal or crash cushion is shown by product name, that unit shall be used as

shown on the plans. No substitutions will be permitted without prior approval from the engineer.

606.30.3 2 The contractor shall not install flared Type A end terminals in medians or on curbs.

606.30.3 3 The contractor shall not install Type B end terminals on paved surface locations, unless the location

is temporary and the paved area is to be resurfaced after removal of the system.

606.30.3 4 The contractor may use Type C, D, and E end terminals where Type B units are specified or shown

on the plans.

606.30.3 5 Crashworthy end terminals located 12 feet or less from the edge of the traveled way shall be

furnished with a modified Type 3 object marker. The marker size, shape, method of attachment and placement shall be approved by the engineer prior to installation.

606.30.4 Method of Measurement. Measurement for crashworthy end terminals will be made for each unit

assembled, installed and complete in place. Grading for crashworthy end terminals will be measured in 309accordance with Sec 203 when roadway and drainage excavation is included in the contract, otherwise grading will be measured in accordance with Shaping Slopes, Class III or as directed on plans.

606.30.5 Basis of Payment. The accepted quantities of Type A, B, C, D and E crashworthy end terminals,

complete in place, will be paid for at the contract unit price. Payment will be considered full compensation for complete installation including any backup assemblies or other items necessary for proper installation of the end terminal or crash cushion as required. Grading for end terminals will be paid for at the contract unit price for roadway and drainage excavation if included in the contract; otherwise it will be paid for as Shaping Slopes, Class III. If the contractor elects to use a flared Type A crashworthy end terminal, additional embankment as shown on the plans shall be provided at the contractor's expense. SECTION 606.40 ONE-STRAND ACCESS RESTRAINT CABLE.

606.40.1 Description. This work shall consist of furnishing and installing one-strand access restraint cable as

shown on the plans or as directed by the engineer.

606.40.2 Construction Requirements. The cable shall be strung directly from the reel and pulled tight after the

initial anchoring. The cable shall then be attached to the second anchor assembly with all turnbuckles fully opened. The cable shall be completely anchored before attaching to the line posts. Only one splice will be permitted between anchors, located between the line posts. Splices will not be permitted in spans adjacent to the anchor and cable end assemblies.

606.40.3 Method of Measurement. Measurement of one-strand access restraint cable will be made to the

nearest 1/2 linear foot for each increment, from center of end post to center of end post, and totaled to the nearest linear foot for the sum of the increments on the project.

606.40.4 Basis of Payment. The accepted quantities of one-strand access restraint cable, end anchors, posts and

hardware, complete in place, will be paid for at the contract unit price for each of the pay items included in the contract. SECTION 606.50 THREE-STRAND GUARD CABLE.

606.50.1 Description. This work shall consist of furnishing and installing three-strand guard cable, including all

hardware, appurtenances and aggregate bedding, as shown on the plans or as directed by the engineer.

606.50.2 Construction Requirements.

606.50.2 1 Line Posts. All posts shall be driven unless otherwise directed by the engineer. Driving shall be

accomplished with approved equipment and methods that will leave the posts in the final position, free from any distortion, burring or other damage. All posts shall be aligned to a tolerance of 1/4 inch for plumb and grade line. If rock is encountered when setting line posts, the contractor may set line posts with or without a soil plate. Line posts set with a soil plate shall be installed by digging or boring a hole into the rock to the required depth and of sufficient size for the post to be set with the soil plate attached. Line posts set without the soil plate shall be installed by drilling a hole to the required depth not to exceed 5 inches in diameter. Following placement of the post, the hole shall be backfilled with a cohesive soil or sand in accordance with Sec 1005.3, and thoroughly tamped.

606.50.2 2 Anchor Assemblies. The specified type of anchor assembly shall be constructed at each end of a run

of guard cable. If intermediate end anchors are required, the cable assembly shall be overlapped as shown on the plans. The location of all intermediate anchor assemblies shall be determined by the contractor and approved by the engineer. The concrete anchor shall be cast in place with the centerline normal to the line of the guard cable. The top 12 inches of the anchor below finished ground line shall be formed, unless the engineer determines soil conditions permit excavation to be made to the neat lines of the anchor and the anchor cast against the undisturbed vertical soil face. Anchors shall be constructed on firm, stable, undisturbed soil to the minimum dimensions shown on the plans. Anchor bolts and anchor post slip bases shall be firmly held in the proper position supported at the top by a template during concrete placement. Backfill shall be thoroughly compacted with mechanical tampers with care taken to prevent damage to the finished concrete. Backfill shall be brought up level with the finished grade line. The anchor may be cast in place or precast as either one or two units. 310606.50.2.3 Cables. Cables shall be attached to the line posts, anchor posts, cable transition brackets and anchor brackets as shown on the plans. Where compensating devices or turnbuckles are required, the cables shall be attached to the end anchor with turnbuckles fully opened. Compensating devices and turnbuckles shall be installed such that no interference with the functions of any other part of the system occurs. Individual cables may be spliced with a device approved by the engineer. Each cable shall be stretched taught by mechanical means to eliminate sag between the posts. The contractor may tighten cable hook bolts after final cable tensioning is complete to allow cable slack to be adequately taken up. Prior to final acceptance, the cables shall be tensioned in accordance with the temperature and spring compression table shown on the plans and all cable hook bolts tightened.

606.50.2 4 Aggregate Bedding. Material for aggregate bedding shall consist of a durable crushed stone, shot

rock or broken concrete with approximately 20 percent of the pieces being between 1 inch and 3 inches in diameter but none greater than 3 inches. The remainder of the material shall be such that provides a uniform, angular appearance. Acceptance by the engineer will be made by visual inspection.

606.50.2 5 Delineators. Delineator spacing and reflector colors shall be in accordance with Sec 606.10.

606.50.3 Method of Measurement.

606.50.3 1 Three-Strand Guard Cable. Measurement of three-strand guard cable will be made from center of

line post to center of line post, totaled to the nearest linear foot.

606.50.3 2 Anchor Assemblies. Measurement of anchor assemblies will be made per each.

606.50.3 3 Aggregate Bedding. Aggregate bedding material will be measured to the nearest cubic yard of

material.

606.50.4 Basis of Payment. The accepted quantities of three-strand guard cable, end anchors, posts, hardware

and aggregate bedding will be paid for at the contract unit price for each of the pay items included in the contract. No direct payment will be made for setting posts in rock. No direct payment will be made for guard cable delineators provided on new guard cable. Delineators specified for installation on existing guard cable will be measured and paid for per each. 31 1SECTION 607 FENCING SECTION 607.10 CHAIN-LINK FENCE.

607.10.1 Description. This work shall consist of furnishing and erecting chain-link fence and gates as shown on

the plans or as directed by the engineer.

607.10.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Chain-Link Fence1043

607.10.2 1 The contractor may select either zinc-coated steel, aluminum-coated steel, aluminum alloy or vinyl-

coated steel fencing material, except that the same kind of material shall be used throughout the project.

607.10.2 2 Walk gates and drive gates, if required, shall be of the same material as that selected for the fence. If

the project requires an extension of an existing fence, the new fence material for the extension shall match the existing material.

607.10.3 Construction Requirements.

607.10.3 1 The contractor shall fill, cut or trench where necessary to produce a smooth and uniform ground

surface so the bottom of the fabric is no more than 3 inches above the finished ground line. All posts shall be set plumb, true to line and grade. Terminal posts, defined as end, gate, corner and pull posts, shall be set in concrete. Concrete for the footings shall be Class B concrete or a commercial mixture in accordance with Sec 501. The concrete footing shall be a uniform thickness around the post and shall have a cone or dome shaped top. At the option of the contractor, line posts may be driven or placed in dug or drilled holes and set in concrete or quick- setting polyurethane foam in accordance with Sec 903.3.1.2. If the contractor elects to drive line posts, the posts shall be of the length and driven to the depth shown on the plans. If posts cannot be driven to the correct depth, the posts shall be removed and placed in dug or drilled holes and set in foam or concrete footings. Posts damaged during installation shall be removed and replaced at the contractor’s expense.

607.10.3 2 Fabric shall not be attached to posts until the concrete footings have cured for at least five days.

Fabric shall be securely attached to end, corner, gate and pull posts in accordance with manufacturer's recommendations. The fabric shall be attached to the tension wire with hog rings, spaced as shown on the plans. The fabric shall be attached to line posts with wire ties or bands spaced in accordance with manufacturer's recommendations. All fabric shall be taut before attaching to line posts and tension wire.

607.10.3 3 Drive gates shall have an approximate full circle opening swing. Walk gates shall have positive stops

to prevent the gates from swinging into the right of way.

607.10.3 4 If the chain link fence is required to be topped with barbed wire, the barbed wire support arm shall be

at a 45-degree angle, ± 5 degrees, from the vertical plane of the fence line extended above the fence, and shall be fitted with clips, slots or other device for attaching three strands of barbed wire to the arm. The top strand shall be located 12 inches horizontally from the fence line, ± 3 inches, with the other wires spaced uniformly between the top of the fence fabric and the top outside strand of barbed wire. The barbed wire arm shall be of sufficient strength to withstand a weight of 250 pounds applied at the outer strand of barbed wire without causing any permanent deflection of the arm. Each strand of barbed wire shall be pulled taut to remove all sag before the strand is attached to the extension arm.

607.10.3 5 Post braces shall be installed for each gate, corner, pull and end post. The brace shall extend from the

mid point of the gate, corner, pull and end post to the midpoint of the adjacent line post. A truss rod shall be connected to the midpoint of the line post and run back to the bottom of the gate, corner, pull and end post. The truss rod shall be equipped with a turnbuckle or other equivalent device for adjustment.

607.10.4 Method of Measurement. Measurement of chain-link fence will be made to the nearest linear foot,

measured along the slope of the fabric, but shall not include gates. Measurement for gates will be made for each 312unit assembled, installed and complete in place. Double drive gates will be considered a single unit. Measurement for the 3-strand barbed wire extension will be made to the nearest linear foot, measured along the slope of the fence, but will not include gates.

607.10.5 Basis of Payment. The accepted quantity of chain-link fence, walk and drive gates, and barbed wire

extensions, complete in place, will be paid for at the contract unit price for each of the pay items included in the contract. No direct payment will be made for concrete footings, post hole excavation or for excavation and embankment necessary to smooth the area under the fence. SECTION 607.20 WOVEN WIRE FENCE.

607.20.1 Description. This work shall consist of furnishing and erecting woven wire fence and gates as shown

on the plans or as directed by the engineer.

607.20.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Woven Wire Fence 1043.4 Wood Posts for Fencing1050.2

607.20.3 Construction Requirements.

607.20.3 1 Posts shall be set plumb, true to line and grade. Wood corner, end, brace and pull posts shall be set in

drilled or dug holes and backfilled with soil thoroughly tamped around the post. Steel corner, end, brace and pull posts and braces shall be set in concrete footings in accordance with Sec 607.10.3. Steel and wood line posts may be driven in lieu of setting the posts in drilled or dug holes. If the contractor elects to drive the line posts, the posts shall be of the length and driven to the depth shown on the plans. If the posts cannot be driven to the correct depth, posts shall be removed and placed in dug or drilled holes and set with the appropriate backfill. Posts damaged during installation shall be removed and replaced at the contractor’s expense.

607.20.3 2 Wood line posts that are to be driven shall be pointed before being treated. If surfaces of treated

wood posts have been damaged, or if framing at the site is required, the damaged or resulting untreated surfaces shall be field treated with two coats of commercially available preservative of the same type used for the original treatment. The second coat shall be applied after the first coat is absorbed. Creosote preservative shall be hot when applied.

607.20.3 3 Corner post assemblies shall be set at all horizontal angle points greater than 15 degrees in the line of

fence. Pull post assemblies shall be set at all vertical angle points greater than 15 degrees but at no greater than 660-foot intervals.

607.20.3 4 Fabric and barbed wire shall be pulled taut before attaching to any line post. The bottom of the fabric

shall be no more than 3 inches above the ground at any point and necessary excavation along the fence shall be performed to obtain the specified clearance. Filling of depressions will not be permitted except where approved by the engineer. Spaces left by depressions shall be filled with strands of barbed wire as shown on the plans.

607.20.3 5 Walk and drive gates shall be constructed in accordance with the requirements of gates for chain-link

fence, except the filler shall be woven wire fabric of the same material as used for the fence.

607.20.3 6 The contractor shall modify the typical installation for water gates to fit the conditions in the field

and shall be approved by the engineer.

607.20.4 Method of Measurement. Measurement of woven wire fence will be made to the nearest linear foot,

measured along the slope of the fabric, but will not include gates. Measurement for gates will be made for each unit assembled, installed and complete in place. Double drive gates will be considered a single unit.

607.20.5 Basis of Payment. The accepted quantity for woven wire fence and gates, complete in place, will be

paid for at the contract unit price for each of the pay items included in the contract. No direct payment will be 313made for post hole excavation, backfilling, clearing of fence rows, trenching for fabric, placing extra strands of barbed wire for depressions, construction of water gates and all other incidental work or material. 314SECTION 608 CONCRETE MEDIAN, MEDIAN STRIP, SIDEWALK, CURB RAMPS, STEPS AND PAVED APPROACHES 608.1 Description. This work shall consist of constructing concrete medians, median strips, sidewalks, curb ramps, steps and paved approaches as shown on the plans or as directed by the engineer. Concrete medians shall consist of a paved median constructed on a prepared subgrade. Concrete median strips shall consist of paved median strips laid over and tied to a previously constructed pavement. 608.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Reinforcing Steel for Concrete Structures 1036 Steel Welded Wire Reinforcement for Concrete Pavement1036 Epoxy Resin Material 1039 Red Concrete Tinting Material 1056 Material for Joints 1057 Truncated Domes 1067 608.2.1 Concrete sidewalks, curb ramps, and steps shall be constructed of Pavement concrete or Class B-1 concrete. 608.2.2 Concrete medians, median strips and paved approaches 6 inches thick or greater shall be constructed of Pavement concrete. Concrete medians, median strips and paved approaches less than 6 inches thick shall be constructed of either Class B-1 concrete or Pavement concrete. 608.2.3 Material, proportioning, air entraining, mixing, slump and transporting of concrete shall be in accordance with Sec 501. 608.3 Construction Requirements. 608.3.1 Placement, finishing and curing of concrete shall be in accordance with Sec 502 When items are constructed on a subgrade, the subgrade shall be compacted to the specified density of the applicable subgrade material in accordance with Sec 209. The subgrade shall have a sufficient moisture content such that moisture is not drawn out of the concrete. Transparent membrane shall be used in lieu of pigmented membrane for curing concrete median strips, sidewalks, curb ramps and steps. 608.3.2 Where tinted concrete is specified, the colored pigment shall be applied in accordance with the manufacturer’s recommendations. The final concrete surface coloration shall be medium to dark red, as approved by the engineer. If membrane curing is allowed by the manufacturer’s recommendations, the membrane shall be a clear or transparent type. 608.3.3 Required reinforcement and tie bars shall be positioned by bar chairs or other approved devices during the placing of concrete. 608.3.4 Concrete median strips shall be attached to the pavement with tie bars as shown on the plans. Tie bars shall be adjusted to a minimum of 6 inches from any transverse joint. 608.3.5 Joints for all items shall be constructed at such intervals and locations as shown on the plans or as directed by the engineer. 608.3.5.1 Longitudinal joints between the median and curb, or median and adjacent concrete pavement shall be constructed of either non-extruding preformed joint material, or one layer of commercially available 55-pound roll roofing. Sawed joints shall be sealed in accordance with Sec 502.5.4. 608.3.5.2 Transverse joints in concrete median strips shall be constructed as shown on the plans and as directed by the engineer. 315608.3.6 After form removal, the area adjacent to the concrete shall be backfilled with suitable material, compacted and finished to the satisfaction of the engineer. 608.3.7 Concrete strength and air content shall be tested at the required QC and QA frequencies. Concrete strength shall be tested with either cylinders or the maturity method. Concrete shall have a minimum 28-day strength of 4000 psi. Air content shall be in accordance with Sec 501.10.2. 608.3.7.1 The contractor shall measure concrete strength at a frequency of one test per 100 cubic yards. The contractor shall measure air content from the first truckload and thereafter at a frequency of one test per 100 cubic yards. The engineer shall measure concrete strength and air content at a frequency of one test per 500 cubic yards. 608.3.7.2 No concrete strength and air content testing will be required on any day when the total volume of concrete placed in a day is less than 3 cubic yards. 608.3.8 During cold weather, the limitations and protection in accordance with Secs 502.4.1 and 502.4.2 will apply to this work. 608.3.9 Transitions from curb ramps to sidewalks, gutters or streets shall be flush and free of abrupt changes. All curb ramps at streets, signalized commercial entrances, and railroad crossings shall include truncated domes that contrast visually with the adjoining surface light on dark or dark on light. 608.3.9.1 Truncated domes shall be aligned on a square or radial grid pattern, 24 inches deep in the direction of travel, and the full width of curb ramp, landings or blended transition, exclusive of flares. 608.3.9.2 Truncated domes shall be installed as per manufacturer's specifications. 608.4 Method of Measurement. 608.4.1 Measurement of concrete median and of concrete median strip will be made to the nearest 1/10 square yard. 608.4.2 Concrete sidewalk and curb ramps will be measured to the nearest 1/10 square yard. 608.4.3 Truncated domes will be measured to the nearest 0.5 square foot. 608.4.4 Paved approaches will be measured from the beginning of the return on one side of the approach to the end of the return on the other side of the approach, to the nearest 1/10 square yard. Integral curb constructed on paved approaches will not be measured or paid for separately but will be included in the contract unit price for paved approaches. 608.4.5 Final measurement of any of the above items will not be made except for authorized changes during construction, or where appreciable errors are found in the contract quantity. The revision or correction will be computed and added to or deducted from the contract quantity for that item. 608.5 Basis of Payment. 608.5.1 The accepted quantities of concrete median, median strip, sidewalk curb ramps, truncated domes .and paved approach, complete in place, will be paid for at the contract unit price for each of the pay items included in the contract. 608.5.2 The accepted quantities of concrete steps will be paid for in the following manner:

609.10.1 Description. This work shall consist of constructing curb, gutter or combination curb and gutter and

paved ditches as shown on the plans or as directed by the engineer.

609.10.2 Material. Material, proportioning, air-entraining, mixing, slump and transporting of concrete shall be

in accordance with Sec 501. Concrete shall be either Class B or Pavement concrete. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Reinforcing Steel for Concrete Structures1036 Concrete Curing Material 1055.2 Material for Joints 1057

609.10.3 Construction Requirements.

609.10.3 1 These items shall be placed on a prepared subgrade of uniform density. Forms joined neatly and

tightly, set accurately to alignment and grade and securely held in place by connections and bracing shall be used for this work. Forms for curved form lines shall be provided in a manner similar to that required for setting forms for concrete pavement in Sec 502. Slip-form methods may be used for placement of concrete curb, concrete gutter, curb and gutter and paved ditch, provided proper lines, grades and typical sections are maintained.

609.10.3 2 Required reinforcement and tie bars shall be held in the specified position during the placing of

concrete by bar chairs or other devices approved by the engineer. Joints shall be constructed at intervals and locations shown on the plans or as directed by the engineer.

609.10.3 3 Concrete shall be placed, finished and cured in accordance with Sec 703.

609.10.3 4 Concrete shall be placed on the prepared and sprinkled subgrade, consolidated and struck off to the

required thickness. Concrete shall be tamped or vibrated sufficiently to eliminate all voids and to bring mortar to the top, after which the surface shall be finished smooth and even. All edges shall be rounded with an edging tool having a 1/4-inch radius. Faces of curb shall be rounded at the top and bottom, by means of an approved tool, to the radius shown. After finishing, concrete shall be cured in the same manner as required for concrete pavement, except transparent membrane shall be used in lieu of pigmented membrane.

609.10.3 5 After the concrete has set sufficiently, the forms shall be removed, and where necessary, the

contractor shall backfill adjacent to the concrete with suitable material, compacted and finished in a satisfactory manner.

609.10.3 6 During cold weather, the weather limitations and protection requirements of Sec 502 will apply to

this work.

609.10.4 Method of Measurement.

609.10.4 1 Curb, gutter and combination curb and gutter will be measured to the nearest linear foot.

Measurement will be made along the curb face or along the flow line of gutters exclusive of paved approaches.

609.10.4 2 Paved ditches will be measured to the nearest 1/10 square yard.

609.10.5 Basis of Payment. The accepted quantities of curb, gutter, curb and gutter, and paved ditch, complete

in place, will be paid for at the contract unit price for each of the pay items included in the contract. No direct payment will be made for the following:

609.20.1 Description. This work shall consist of curb constructed on the edge of concrete pavement as shown

on the plans or as directed by the engineer.

609.20.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Concrete Curing Material1055 Material for Joints 1057

609.20.2 1 Integral curb shall be constructed of concrete conforming to that required for concrete pavement,

except coarse aggregate in accordance with the gradation requirements of Sec 1005 may be used.

609.20.2 2 The quantity of coarse aggregate in the mix may be reduced to obtain better workability.

609.20.3 Construction Requirements.

609.20.3 1 The curb shall be an integral part of the supporting concrete pavement. The curb may be placed

immediately after all pavement finishing operations have taken place and before the pavement has taken initial set, or tie bars may be set in the freshly finished pavement to serve ultimately as a tie between the pavement and the curb, which may be constructed later. Neither of these methods will be required for the distance needed for paving equipment to be backed up near a construction joint. The pavement surface within this relatively short distance shall be roughened throughout the area to be covered by the curb.

609.20.3 2 Forms joined neatly and tightly, set accurately to alignment and grade, and securely held in place by

connections and bracing shall be used for this work. Forms for curved form lines shall be provided in a manner similar to that required for setting forms for concrete pavement in Sec 502. Slip-form methods may be used for placement of integral curb provided all other requirements of Sec 609.20 are met.

609.20.3 3 The finished curb shall be true to line, grade and cross section, with the top and face finished smooth.

The top edges of the curb shall be rounded with approved edging tools. Curing shall be accomplished in the same manner as required for concrete pavement, except transparent membrane shall be used. Joints of preformed material shall be placed through the curb and into each underlying transverse pavement joint to the full depth of the joint in the pavement. The preformed material shall extend entirely through the curb to within 1/4 inch of the top and face of the curb.

609.20.3 4 Where tie bars are set in freshly finished pavement surface and membrane curing is used on the

pavement, care shall be taken to avoid spraying the membrane on the protruding tie bars or the area on which the integral curb is to be placed. One of the other curing methods allowed in accordance with Sec 502 shall be used for curing this area of the pavement.

609.20.3 5 Integral curb straightedged parallel to the centerline shall not show a variance greater than 1/4 inch

from a 10-foot straightedge.

609.20.4 Method of Measurement. Final measurement of the completed integral curb will not be made except

for authorized changes during construction or where appreciable errors are found in the contract quantity. Where required, integral curb will be measured to the nearest linear foot along the curb face, exclusive of paved approaches. The revision or correction will be computed and added to or deducted from the contract quantity.

609.20.5 Basis of Payment. The accepted quantity of integral curb, complete in place, will be paid for at the

contract unit price for each of the pay items included in the contract. Payment for curb constructed on paved approaches will be included in the contract unit price for paved approaches. 319SECTION 609.30 ASPHALT CURB.

609.30.1 Description. This work shall consist of constructing a curb of asphaltic concrete as shown on the plans

or as directed by the engineer. All applicable provisions of Sec 403 will apply to this construction.

609.30.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Coarse Aggregate 1002 Fine Aggregate 1002 Mineral Filler 1002 Asphalt Binder, Performance Graded (PG)1015

609.30.3 Composition of Mixture. The asphaltic concrete mixture shall consist of aggregate, filler if needed,

and asphalt binder combined in such proportions that the composition by weight of the finished mixture shall be within the limits specified for BP-3 or SP048 mixture in accordance with Sec 401 and Sec 403. The contractor shall submit in writing to Construction and Materials for approval of the job mix formula the contractor proposes to use for asphalt curb. A mixture demonstrating satisfactory results provided by the contractor may be used in lieu of the above mixtures.

609.30.4 Construction Requirements.

609.30.4 1 The curb shall be placed in position on a primed surface by means of an approved automatic curb

machine that shapes and compacts the mixture to the specified cross section. The placement temperature of the mixture shall be approximately 260 F. All joints shall be carefully made in such a manner as to ensure a continuous bond between the old and new sections of the curb.

609.30.4 2 The newly laid curb shall be protected from traffic until the heat of the asphalt mixture has

dissipated. Immediately after the asphalt curb has hardened, the curb shall be backfilled where required with suitable material.

609.30.4 3 If painting of the asphalt curb is specified in the contract, a primer coat of commercial grade asphalt

base aluminum paint shall be applied first.

609.30.5 Method of Measurement. Asphalt curb will be measured to the nearest linear foot.

609.30.6 Basis of Payment. The accepted quantity of asphalt curb will be paid for at the contract unit price. No

direct payment will be made for priming prior to placing the curb or for painting the completed curb. SECTION 609.40 DRAIN BASIN.

609.40.1 Description. This work shall consist of furnishing and constructing a drain basin as shown on the

plans or as directed by the engineer.

609.40.2 Material. Drain basins shall consist of a drop inlet of the size and type shown on the plans, grates and

bearing plates for drop inlet, Group C pipe in the size shown on plans and concrete slope protection at pipe outlet as shown on plans. These items shall be in accordance Division 1000, Material Details, and specifically as follows: Item Section Rock Ditch Lining 609.60 Grates and Bearing Plates614 Drop Inlet 1033

609.40.3 Construction Requirements. Excavation and backfilling shall be in accordance with Secs 604 and

725. The adjustment shall be made to the line and grade shown on the plans or as directed by the engineer. The 320concrete slope protection for the drain basin outlet shall be placed as shown on the plans or as directed by the engineer.

609.40.4 Basis of Payment. Payment for the accepted drain basin, complete in place, will be paid for at the

contract unit price per each. Payment for the accepted quantities of Class 3 excavation required for installing the drop inlet for the drain basin will be paid for at the contract unit price. SECTION 609.50 BLANK. SECTION 609.60 ROCK DITCH LINER.

609.60.1 Description. This work shall consist of constructing rock ditch liners at locations shown on the plans

or as directed by the engineer.

609.60.2 Material. The material for rock ditch liner shall consist of a predominantly one-sized, durable stone,

shot rock or broken concrete. Acceptance by the engineer may be made by visual inspection. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Geotextile1011

609.60.2 1 Type 1 Rock Ditch Liner shall consist of material with a predominant rock size of 3 inches, a

maximum rock size of 6 inches and a gradation such that no more than 15 percent will be less than one inch.

609.60.2 2 Type 2 Rock Ditch Liner shall consist of material with a predominant rock size of 6 inches, a

maximum rock size of 10 inches and a gradation such that no more than 15 percent will be less than 3 inches.

609.60.2 3 Type 3 Rock Ditch Liner shall consist of material with a predominant rock size of 12 inches, a

maximum rock size of 20 inches and a gradation such that no more than 15 percent will be less than 4 inches.

609.60.2 4 Type 4 Rock Ditch Liner shall consist of material with a predominant rock size of 19 inches, a

maximum rock size of 28 inches and a gradation such that no more than 15 percent will be less than 6 inches.

609.60.2 5 Bedding material shall be used under Type 3 and Type 4 Rock Ditch Liner. Bedding material shall

consist of crushed stone or gravel with a gradation consisting of 100 percent passing the 3-inch sieve, 30 to 70 percent passing the 1 1/2-inch sieve and 0 to 15 percent passing the No. 4 sieve.

609.60.3 Construction Requirements. Rock ditch liner shall be placed to the approximate shape and thickness

shown on the plans for the specified ditch or as directed by the engineer. The rock shall be dumped on a subgrade of reasonably uniform density and left in a rough condition meeting the approval from the engineer. Geotextile shall be placed under the rock ditch liner as shown on the plans and in accordance with Sec 624.

609.60.4 Method of Measurement. Rock ditch liner and bedding material will each be measured to the nearest

cubic yard of material. Geotextile will be measured and paid in accordance with Sec 624.

609.60.5 Basis of Payment.

609.60.5 1 If shown on the plans that the material for rock ditch liner is to be obtained from the right of way or

other sources furnished by the Commission, the excavating, including all breaking, loading, and hauling, regardless of distance, to the site of the rock ditch liner will be paid for and considered completely covered under such contract items as Class A Excavation, Class C Excavation, Unclassified Excavation, Excavation for Structures or other applicable items. If payment is made under these conditions, separate payment for furnishing rock ditch liner will not be made.

609.60.5 2 If the plans show material for rock ditch liner to be secured from sources cited in Sec 609.60.5.1 and

this material is made unsuitable or unattainable by the contractor's operations, the contractor shall provide suitable material and dispose of any surplus material at the contractor’s expense. 321609.60.5.3 If the contract documents provide for obtaining material from the right of way or other source furnished by the Commission, but all or part of the required quantity of acceptable material is not available, unless the shortage is due to the contractor’s operations, payment for such additional rock base material that the contractor will be required to furnish and haul will be made per square yard at the fixed contract unit price in Sec 109, and will be measured in accordance with Sec 109.1.

609.60.5 4 If the plans do not provide for a source of material, the contractor shall provide the material. All

costs for securing the source, quarrying, excavating, breaking and hauling the material to the site will be paid for at the contract unit price for Furnishing Rock Ditch Liner.

609.60.5 5 Placing Rock Ditch Liner will be paid for at the contract unit price per cubic yard.

609.60.5 6 The accepted quantity of bedding material, complete in place, will be paid for at the contract unit

price. No direct payment will be made for excavation or for any work necessary to prepare the subgrade for the bedding material.

609.60.5 7 No direct payment will be made for excavation below the upper surface of the rock ditch liner, or for

any work necessary for preparing the subgrade and backfilling the completed item. SECTION 609.70 ROCK LINING.

609.70.1 Description. This work shall consist of constructing rock lining at the locations shown on the plans or

as directed by the engineer.

609.70.2 Material. The material for rock lining shall be in accordance with Sec 611.30 for Type 2 Rock

Blanket.

609.70.3 Construction Requirements. The rock lining material shall be placed by dumping and left in a rough

condition to the approximate shape of the channel bottom.

609.70.4 Method of Measurement. Final measurement of the completed rock lining will not be made except

for authorized changes during construction, or where appreciable errors are found in the contract quantity. Where required, measurement will be made to the nearest cubic yard of material in place in the completed rock lining. The revision or correction will be computed and added to or deducted from the contract quantity.

609.70.5 Basis of Payment. The accepted quantity of rock lining, complete in place, will be paid for at the

contract unit price. No direct payment will be made for any excavation required to place the rock lining. 322SECTION 610 PAVEMENT SMOOTHNESS 610.1 Description. This work shall consist of measuring the smoothness of the final pavement surface. Smoothness shall be measured using the International Roughness Index (IRI). The following pavement types shall comply with this specification:

611.30.1 Description. This work shall consist of constructing a protective blanket of rock or broken concrete on

slopes or stream banks.

611.30.2 Material. The material for rock blanket shall be durable stone or broken concrete containing a

combined total of no more than 10 percent of soil, sand, shale or non-durable rock. The material shall contain a large percentage of pieces as large as the thickness of the blanket will permit, with enough smaller pieces of various sizes to fill the larger voids. For Type 1 Rock Blanket, at least 40 percent of the mass shall be of pieces having a volume of one cubic foot or more. For Type 2 Rock Blanket, at least 60 percent of the mass shall be of pieces having a volume of one cubic foot or more. Acceptance of quality and size of material will be made by visual inspection at the job site. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Geotextile1011

611.30.3 Construction Requirements. A trench at the toe of the slope shall be excavated to the depth shown on

the plans, or to a depth of 2 feet if not otherwise shown. The slopes shall be in accordance with the proper cross section and shall be compacted to a uniform density as required for adjacent material. Geotextile shall be placed under the rock blanket as shown on the plans and in accordance with Sec 624.The rock or broken concrete shall be placed on the slope, to the specified thickness, elevation and extent, and manipulated such that most of the flat sides are in contact, thereby eliminating large voids. The finished surface of the blanket shall present an appearance free from segregation and with a proportionate quantity of the larger pieces showing.

611.30.4 Method of Measurement. Measurement will be made to the nearest cubic yard of material in place in

the completed blanket. Geotextile will be measured and paid in accordance with Sec 624.

611.30.5 Basis of Payment.

611.30.5 1 If shown on the plans that the material for rock blanket is to be obtained from the right of way or

other source furnished by the Commission, the excavating, including all breaking, loading and hauling, regardless of distance to the site of the rock blanket, will be paid for and considered completely covered under such contract items as Class A Excavation, Class C Excavation, Unclassified Excavation, Excavation for Structures, or other applicable items. If payment is made under these conditions, separate payment for furnishing rock blanket will not be made.

611.30.5 1.1 If the plans show material for rock blanket to be secured from such sources and this material is

made unsuitable or unattainable by the contractor's operations, the contractor shall provide suitable material and dispose of any surplus material at the contractor’s expense.

611.30.5 1.2 If the plans provide for obtaining material from the right of way or other source furnished by the

Commission, but all or part of the required quantity of acceptable material is not actually available, payment will be made under Sec 109 for the purchase and delivery of any additional rock blanket material that will be required.

611.30.5 2 If the plans do not provide for a source of the material, the contractor shall provide the material, and

all costs of securing the source, quarrying, excavating, breaking and hauling the material to the site will be paid for and completely covered by the contract unit price per cubic yard for furnishing rock blanket. If material suitable for rock blanket is encountered within the limits of the right of way or other sources furnished by the Commission, and the material is used in the construction of the rock blanket, then payment will be made in accordance with Sec 611.30.5.1. 328611.30.5.3 Payment for placing rock blanket will be made at the contract unit price per cubic yard. No direct payment will be made for excavating the trench or for backfilling. SECTION 611.40 BLANK SECTION 611.50 REVETMENT.

611.50.1 Description. This work shall consist of slope or bank protection of the type specified in the plans,

constructed at locations shown on the plans or as directed by the engineer.

611.50.2 Material. Acceptance of quality and size of material will be made by visual inspection at the job site.

611.50.2 1 Stone for light stone revetment shall be sound, durable and free from cracks and other structural

defects that would cause the revetment to deteriorate. The stone shall not contain any soapstone, shale or other material easily disintegrated. The stone shall be in blocks at least 7 inches thick perpendicular to the slope and shall have approximately rectangular faces 7 inches wide or more. All blocks shall weigh at least 25 pounds, and at least 75 percent shall weigh no less than 50 pounds.

611.50.2 2 Stone for heavy stone revetment shall be in accordance with Sec 611.50.2.1, except that the blocks

shall be at least 12 inches thick perpendicular to the slope and all blocks shall weigh no less than 50 pounds, and at least 60 percent shall weigh no less than 100 pounds.

611.50.2 3 At the contractor's option, concrete blocks may be substituted for stone, provided the concrete blocks

meet the size and weight specifications for stone. The blocks shall be made of either Class B concrete or concrete of a commercial mixture with material, proportioning, mixing, slump and transporting of concrete in accordance with Sec 501. Blocks may be precast and then laid in the required location, or the blocks may be cast in place on the slope, provided joints are spaced such that the joints will completely sever the concrete into blocks no larger than 2 x 4 feet with the long dimension horizontal and with vertical joints broken. If cast in place, concrete shall be placed, finished and cured in accordance with Sec 703.

611.50.2 4 The contractor may use broken concrete as blocks for revetment provided all protruding

reinforcement, trash, asphaltic concrete, and other extraneous materials are removed prior to placement in waters of the United States, and their associated floodplains.

611.50.2 5 Broken concrete used as revetment shall be reasonably well graded, and contain a combined total of

no more than 15 percent of soil or gravel. The gradation shall consist of pieces ranging in volume from 0.1 cubic foot to 1 cubic foot. The contractor shall break larger slabs to conform to this requirement. The maximum volume of any piece shall not exceed 3 cubic feet. Acceptance of the quality and size of this material will be made by visual inspection at the job site.

611.50.3 Construction Requirements. Unless otherwise approved, the slopes upon which revetment are to be

placed shall be in accordance with the section shown on the plans. The slopes shall be compacted to a uniform density as required for adjacent material. The revetment shall be started in a trench below the toe of the slope shown on the plans and shall progress upward. Each stone or block shall be laid perpendicular to the slope, shall be firmly bedded against the slope and against adjoining stones or blocks, and shall be laid with well-broken joints. Only one layer of stone or blocks perpendicular to the slope will be permitted. After revetment has been placed, the voids shall be filled with spalls or small stones in such a manner that all revetment stones or blocks are tightly wedged. The finished surface shall present a uniform appearance true to line, grade and section.

611.50.4 Method of Measurement. Measurement of revetment will be made to the nearest square yard.

611.50.5 Basis of Payment. The accepted quantity of revetment will be paid for at the contract unit price for

each of the pay items included in the contract. No direct payment will be made for excavating the trench or for any required backfilling. SECTION 611.60 CONCRETE SLOPE PROTECTION.

611.60.1 Description. This work shall consist of constructing a concrete slope protection by placing concrete on

the finished earth slope as shown on the plans. 329611.60.2 Material. Slope protection shall be of Class B concrete, with material, proportioning, mixing, slump and transporting of concrete in accordance with Sec 501. Concrete shall be placed, finished and cured in accordance with Sec 703.

611.60.3 Construction Requirements.

611.60.3 1 Concrete shall be placed on a prepared, compacted subgrade of uniform density, and shall be

consolidated and struck off to the required thickness. Joints shall be the full depth of the concrete and shall consist of material in accordance with Sec 1057.6.

611.60.3 2 The surface of the paved slope shall have a broom or burlap drag finish and shall be cured in the

same manner as required for concrete pavement, except that transparent membrane shall be used in lieu of pigmented membrane.

611.60.4 Method of Measurement. Measurement will be made to the nearest square yard.

611.60.5 Basis of Payment. The accepted quantity of concrete slope protection will be paid for at the contract

unit price. No direct payment will be made for any excavating or for other work necessary in preparing the subgrade or for any backfilling required. SECTION 611.70 GABIONS.

611.70.1 Description. This work shall consist of installing welded wire fabric gabions and gabion mattresses,

and twisted hexagonal mesh gabions and revet mattresses at locations shown on the plans or as directed by the engineer, and shall be of the size included in the contract.

611.70.2 Material.

611.70.2 1 The gabion baskets or mattresses shall be made of welded wire fabric or twisted hexagonal mesh.

The baskets shall be in accordance with ASTM A 974 for welded wire fabric gabions and gabion mattresses and ASTM A 975 for twisted hexagonal mesh gabions and revet mattresses.

611.70.2 2 Rock used in the gabions or mattresses shall be crushed limestone with a maximum and minimum

size according to the basket manufacturer’s recommendation.

611.70.3 Construction Requirements.

611.70.3 1 The contractor shall follow the manufacturer's recommended procedures for installation.

611.70.3 2 Cut compaction shall be performed in all Class A material areas where the baskets are constructed.

The exposed material, to a depth of 6 inches, shall be manipulated and compacted to no less than the required density. The material above this compacted plane shall be spread in layers, each being wetted or dried as necessary and compacted to the specified density. The entire volume of material so handled and compacted, including the 6-inch layer compacted in place, will be considered as Compacting in Cut. All Class A material having a liquid limit of 40 or more, including the 6-inch layer compacted in place, shall be compacted at no less than the optimum moisture content.

611.70.3 3 Excavated material beyond the limits of the baskets shall be backfilled with gravel or crushed rock

material meeting the approval of the engineer.

611.70.4 Method of Measurement.

611.70.4 1 The pay limits for excavation for gabions and mattresses will be a line coincidental with the bottom

and non-exposed side of the baskets. Excavation quantities will be measured to the nearest cubic yard.

611.70.4 2 Measurement of gabions and mattresses will be made to the nearest cubic yard.

611.70.5 Basis of Payment.

330611.70.5.1 The quantity to be paid for gabions and mattresses will be the number of cubic yards of gabions and mattresses measured in the final position. Job conditions and availability will determine the actual size of baskets to be used. Any costs that might occur will be included and paid for in the cost per cubic yard of gabions and mattresses.

611.70.5 2 Gabions and mattresses will be paid for at the contract unit price per cubic yard.

611.70.5 3 Excavation quantities will be paid for under the appropriate classified excavation items.

331SECTION 612 IMPACT ATTENUATORS 612.1 Description. This work shall consist of furnishing, installing, operating, maintaining, cleaning, relocating, replacing and removing impact attenuators as shown on the plans or as directed by the engineer in accordance with the manufacturer's recommendations. 612.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as shown below. Rock salt shall meet the satisfaction of the engineer. Item Section Sand 1005 Retroreflective Sheeting 1042 Temporary Traffic Control Devices1063 612.3 Safety Requirements. All impact attenuators shall be manufactured specifically for traffic control purposes and shall be in accordance with the MUTCD and any applicable safety and design codes. Non MASH 2016 impact attenuators manufactured prior to January 1, 2023 may be used until January 1, 2030. All impact attenuators manufactured after January 1, 2023 shall meet MASH 2016 Test Level 3 crash test requirements. The contractor shall submit the manufacturer’s certification that units supplied comply with crash test requirements of NCHRP 350, Test Level 3 or MASH 2016 Test Level 3. 612.4 Construction Requirements. 612.4.1 Truck or Trailer Mounted Attenuator. A truck mounted attenuator or trailer mounted attenuator (TMA) shall be used for all moving operations conducted under traffic and as specified in the contract. Each TMA shall consist of an impact attenuator unit, a support vehicle, and a truck-mounted or trailer mounted flashing arrow panel. Any damaged TMA shall be removed from service and either repaired or replaced to the satisfaction of the engineer. 612.4.2 Impact Attenuator Array (Sand Barrels). Location, and relocation of the impact attenuator arrays shall be as shown on the plans or as directed by the engineer. 612.4.2.1 Sand shall be measured and placed in accordance with the manufacturer's recommendations and weights shown for each module. Sand shall have a maximum moisture content of five percent at the time of installation. Rock salt shall be five percent of the required weight in each module, and shall be uniformly dispersed in the sand. 612.4.2.2 A decal designed as a Type I object marker with MoDOT fluorescent orange retroreflective sheeting or a Type 3 object marker with MoDOT Type 3 yellow sheeting shall be applied to the lead module facing traffic for arrays located 12 feet or less from the edge of the traveled way. 612.4.2.3 Damaged or deficient modules shall be replaced by the contractor in accordance with Sec 616.4. 612.4.2.4 When no longer needed, modules and sand shall be removed and shall remain the property of the contractor. 612.4.3 Work Zone Crash Cushion. Location and relocation of the crash cushion shall be as shown on the plans or as directed by the engineer. 612.4.3.1 Water-filled crash cushions shall be filled and contain a mixture to prevent freezing in accordance with the manufacturer's recommendations. 612.4.3.2 Damaged or deficient modules shall be replaced by the contractor in accordance with Sec 616.4. 612.4.3.3 When no longer needed, work zone crash cushions shall be removed and shall remain the property of the contractor. 612.5 Basis of Payment. 332612.5.1 The accepted quantity of truck or trailer mounted attenuators will be paid at the contract unit price. Impact attenuator arrays (sand barrels), will be paid for at the contract unit price for each impact attenuator array per the manufacturer’s recommendations for the posted speed limit. Relocation of impact attenuator arrays will be paid for at the contract unit price included in the contract. Work zone crash cushions will be paid for at the contract unit price. Relocation of work zone crash cushions will be paid for at the contract unit price. 612.5.2 Furnishing and installing replacement sand barrels will be paid for at the contract unit price per each sand barrel. Final payment for this item will be based on the actual number of modules replaced. Replacement of damaged work zone crash cushions is incidental and shall be replaced at no cost to the Commission. 333SECTION 613 PAVEMENT REPAIR 613.1 Description. This work shall consist of performing full depth pavement repair, partial depth pavement repair, retrofitting dowel bars, or cross stitching pavement at locations as shown on the plans or as directed by the engineer. 613.2 Material. All material, unless specified otherwise in this specification, shall be in accordance with

613.10.1 Description. Full depth pavement repairs shall consist of removing specified areas of existing variable

thickness Portland cement concrete pavement and subsequent bituminous overlays and replacing the removed material with non-reinforced Portland cement concrete as shown on the plans.

613.10.2 Construction Requirements.

613.10.2 1 Specified areas of full depth pavement repair shall be saw cut full depth around the perimeter of the

patch prior to removal, except that cuts along the shoulder line may be waived by the engineer when the pavement can be removed without damage to the shoulder. An approved saw, such as a diamond saw, shall be used for perimeter cuts. A rock saw shall not be used for a perimeter cut, but may be used to make cuts through the interior portion of the area to be removed for stress relief. The full depth of the pavement shall be removed without mechanically breaking in place, and with a minimum disturbance of sound base. Any aggregate base disturbed by the contractor shall be recompacted or removed. Unstable base aggregate shall be removed and replaced in accordance with Sec 304 as directed by the engineer. Subgrade compaction shall be performed in areas of unstable subgrade in accordance with Sec 210, if directed by the engineer. If subgrade compaction is 334performed, the aggregate base shall be replaced. Compaction shall be to the satisfaction of the engineer and inspection will be made visually.

613.10.2 2 All full depth pavement repairs exceeding 30 feet in length shall be constructed with tie bars along

the longitudinal centerline joint in accordance with Sec 502. Dowel bars, tie bars and holes shall be as shown on the plans. Dowel bars and tie bars shall be epoxy coated. Bar holes shall be drilled to the specified diameter and to the depth shown on the plans. Equipment designed to drill multiple holes simultaneously will only be allowed provided such equipment causes no damage to existing pavement. The holes shall be blown clean and allowed to dry. The holes shall be injected with an approved epoxy or polyester bonding agent in accordance with Sec

1039.30 and shall fill the voids around the bar. The bonding agent shall be thoroughly mixed in accordance with

the manufacturer’s recommendations prior to injection into the holes. The bonding agent shall be injected into the hole by inserting the injection device to the back of the hole and slowly withdrawing the device while dispensing sufficient material to completely fill the void around the bar when inserted. Other methods may be used as approved by the engineer. The contractor shall use a method to prevent the bonding agent from flowing from the hole during placement of the bar and to create an effective face at the entrance of the hole. The bar shall be inserted into the hole with a twisting motion so the material in the back of the hole is forced up and around the bar. The bars shall be placed parallel to the surface and the centerline of the traveled way and shall not vary more than ¼ inch in alignment. Bars shall be firmly seated prior to placing concrete.

613.10.2 3 All material, proportioning, air-entraining, mixing and transporting of concrete shall be in

accordance with Sec 501 as applicable to pavement concrete. The concrete may contain Type III cement, calcium chloride, an accelerator or other admixtures approved by the engineer.

613.10.2 4 Construction of full depth repairs shall be in accordance with Sec 502 except as follows.

613.10.2 4.1 The concrete shall have a minimum 28-day strength of 4000 psi. The design strength shall be

verified by compressive strength testing of standard cure cylinders. For QC testing by the contractor three 4- by 8-inch or two 6- by 12-inch cylinders of concrete from a single batch shall be cast for every 250 square yards of full depth repair. For QA testing by the engineer three 4- by 8-inch or two 6- by 12-inch cylinders of concrete from a single batch shall be cast for every 1000 square yards of full depth repair or at least once per project. The compressive strength shall be the average of the cylinder breaks.

613.10.2 4.2 The concrete shall have an air content in accordance with Sec 501.10.2. The air content shall be

measured once for every day’s production.

613.10.2 4.3 The concrete opening strength to all traffic shall be 2000 psi. The opening strength shall be verified

by either compressive strength testing of cylinders in accordance with Sec 613.10.2.4.1, the maturity method in accordance with Sec 507, or in accordance with MoDOT TM-7 using a rebound hammer. If MoDOT TM-7 is used, the minimum rebound ratio number (RNN) for opening strength shall be 60.

613.10.2 5 If the concrete pavement has been previously resurfaced, the repair area shall be filled with Portland

cement concrete to the surface of the existing bituminous overlay, even when the existing surface is to be removed by milling, unless contract provisions allow the milling to occur prior to the pavement repair operation.

613.10.2 6 When the concrete pavement requires all milled areas to be resurfaced in the same work day prior to

opening the pavement to traffic, pavement repairs identified after milling will be marked for future repair, and the area shall be resurfaced as planned for that work day. No additional lifts of hot-mix asphalt will be allowed until the marked pavement is repaired. The pavement repair shall be performed in accordance with Sec

613.10.2 5.

613.10.2 7 Immediately after finishing and as soon as marring of the concrete will not occur, the entire surface

of the newly placed concrete shall be cured in accordance with one of the following methods.

613.10.2 7.1 If the existing pavement has been or is to be resurfaced, an asphalt emulsion shall be applied at a

rate of 0.1 gallon per square yard, or as directed by the engineer.

613.10.2 7.2 If the existing pavement surface is concrete and will not be resurfaced, curing shall be in

accordance with Sec 502. 335613.10.2.7.3 When the ambient air temperature is below 50 F, insulated curing mats, approved by the engineer, shall be used throughout the curing period. Curing compound or asphalt emulsion shall be applied prior to placing the insulated blankets. The insulated curing mats shall not be applied until the curing material has dried sufficiently to prevent adhesion.

613.10.2 8 Sawing of internal transverse and longitudinal joints and mitigation of uncontrolled cracking shall be

in accordance with Sec 502.5.3.

613.10.3 Method of Measurement.

613.10.3 1 Measurement for full depth sawing will be made to the nearest linear foot for the combined length of

perimeter diamond saw cuts and of internal transverse saw cuts at 6 foot or greater intervals.

613.10.3 2 Measurement for drilling dowel or tie bar holes and furnishing and installing dowels or tie bars will

be made per dowel or tie bar.

613.10.3 3 Measurement for furnishing and placing Portland cement concrete will be made to the nearest 1/10

square yard.

613.10.3 4 Measurement of subgrade compaction will be made to the nearest square yard.

613.10.3 5 Measurement of aggregate base will be made to the nearest square yard.

613.10.4 Basis of Payment. Accepted quantities of full depth pavement repair will be paid for at the contract

unit price for each of the pay items included in the contract. No direct payment will be made for aggregate base material used to replace unstable subgrade. SECTION 613.20 CLASS A PARTIAL DEPTH PAVEMENT REPAIRS.

613.20.1 Description.

613.20.1 1 Class A partial depth pavement repair shall consist of repairing spalled areas or reestablishing joints

or cracks in concrete pavement. Reestablishment of a joint or crack shall consist of removing concrete on each side of the joint or crack, placing a compressible insert to reestablish the joint or crack, and filling the area with Portland cement concrete, elastomeric concrete or epoxy mortar. This work shall be performed on concrete pavements that have not been resurfaced and are either not to be resurfaced as part of the contract work or the resurfacing is to be less than 3 inches thick.

613.20.1 2 If dowel bars are structurally damaged during the removal process, if the concrete below one half of

the slab depth is unsound or damaged during removal, or if the area indicates pumping, movement of the subbase, or structural pavement failure, full depth pavement repair shall be performed in accordance with Sec 613.10.

613.20.2 Material.

613.20.2 1 Concrete coarse aggregate for Portland cement concrete shall be Gradation E or Grade F in

accordance with Sec 1005 or an optimized aggregate gradation approved by the engineer. The optimized aggregate gradation shall have 100 percent passing the ¾ inch sieve. Portland cement concrete mix shall have an air content in accordance with Sec 501.10.2.

613.20.2 2 Elastomeric concrete components shall be in accordance with manufacturer recommendations. The

Construction and Materials Division shall be consulted for product approval.

613.20.2 3 Epoxy mortars shall be in accordance with Sec 623.

613.20.2 4 Compressible inserts shall be rectangular and shall have a minimum thickness of ¼ inch. The

material shall be preformed fiber expansion joint filler in accordance with Sec 1057 or, if approved by the engineer, other material may be used. 336613.20.2.5 Type 2, Class B liquid membrane-forming compounds, in accordance with AASHTO M 148, shall be used for curing Portland cement concrete patch material. Prior to use, the contractor shall provide to the engineer the manufacturer’s certification that the curing material is in accordance with this specification. Elastomeric concrete and epoxy mortar patch materials shall be cured in accordance with manufacturer recommendations.

613.20.3 Construction Requirements.

613.20.3 1 Removal of Concrete. Repair limits shall extend beyond the delaminated or spalled area by one to

two inches. Boundaries of any removal shall be kept square or rectangular. If repair areas are less than 2 feet apart, the areas shall be combined as one repair. The maximum amount of spalling allowed on the edges of the channel will be ⅜ inch. The minimum depth of removal shall be 2 inches for Portland cement concrete and according to manufacturer’s recommendations for elastomeric concrete and epoxy mortar. The maximum depth of removal shall not exceed half the slab thickness. Concrete shall be removed by a milling process. Residue slurry from milling operations shall be removed in accordance with Sec 622.30.3.8. If the top of dowel bars are exposed but not structurally damaged, the exposed section of the dowel bar shall be coated with an approved bond breaker.

613.20.3 1.1 Milling. Milling equipment shall be in accordance with Sec 622.10, and shall be equipped with a

device for stopping at a preset depth. Milling may be performed either across lanes or parallel to the pavement centerline. After milling, the bottom of the repair area shall be checked by sounding to ensure all unsound material has been removed. Any unsound material remaining shall be chipped free. All transverse sides of the removal shall be uniform and tapered 30° to 60° from vertical by milling or chipping. If excessive concrete is removed, or dowel bars are damaged to the extent to require full depth pavement repair, the cost for the repair shall be at the contractor’s expense.

613.20.3 1.2 Full Depth Pavement Repair Required. If during the removal of material for partial depth

pavement repair the pavement constituted full depth pavement repair in accordance with Sec 613.20.1.2, removal operations shall cease at that location. The contractor may conduct full depth pavement repair at that time, or temporarily patch the area and perform full depth pavement repair at a later date. If the location is opened to traffic prior to the full depth pavement repair, all loose material shall be removed and either a bituminous material approved by the engineer or a concrete mixture in accordance with Sec 613.20.2 shall be used to patch the location. Reestablishing joints or cracks in temporary repairs by sawing will not be required. Material provided for temporary patches shall be provided at the contractor’s expense.

613.20.3 2 Cleaning. The exposed faces of the concrete shall be free of loose particles, oil, dust, traces of

bituminous material and any other contaminants before repair material is placed. The procedure shall produce a clean, roughened surface, such as can be produced by sandblasting or, shotblasting. Clean-up and disposal of blast material shall be in accordance with Sec 202.3.1.3. All remaining loose material shall be removed with air blasting equipment just prior to placement of material. The air from the air blasting equipment shall be free of contaminants.

613.20.3 3 Joint and Crack Preparation.

613.20.3 3.1 Transverse Joints and Cracks. When placing a partial depth pavement repair directly against a

transverse joint or crack, a compressible insert shall be placed against the joint or crack to form a bond breaker between the patch material and joint or crack. A pliable material shall be used to reform cracks along the existing paths. The new joint or crack shall be formed to the same width as the existing joint or crack. The compressible insert shall be placed into the existing joint to a minimum depth of one inch below the bottom of the repair and shall extend a minimum of one inch beyond each end of the prepared repair boundaries.

613.20.3 3.2 Longitudinal and Centerline Joints. When placing a partial depth pavement repair directly

against the centerline or an adjacent lane joint, a compressible insert, a thin polyethylene strip no less than ⅛ inch thick or asphalt impregnated roofing felt shall be placed along the joint prior to placing the patching material.

613.20.3 3.3 Shoulder Joints. When placing a partial depth pavement repair along a lane and shoulder joint, the

repair edge shall be formed if the shoulder is either soil, aggregate or bituminous material. The form shall be placed even with the surface and slightly below the repair depth. If the shoulder is concrete, then the repair interface at the joint shall be in accordance with Sec 613.20.3.3.2. 337613.20.3.3.4 Reestablishment of Joint and Cracks. At locations where repairs include existing pavement joints, both longitudinal and transverse, the initial reestablishment of the joint in the plastic concrete shall be accomplished with an approved preformed joint filler and shall be made to the same width as the existing joint. Existing cracks shall be reestablished using a compressible insert of a width equal to the existing crack width, except the insert shall be no less than ¼ inch thick. The material insert shall be placed into the existing joint or crack to a minimum depth of one inch below the bottom of the repair, shall extend the full length of the joint or crack and shall extend to the top of the proposed pavement profile. The material shall prevent the concrete from flowing into the existing joint or crack. Sawing to reestablish the joint or crack will not be permitted.

613.20.3 4 Material Placement.

613.20.3 4.1 Bonding Material. Bonding material shall be applied in a thin even coat, shall cover the entire

area, including the repair walls, shall overlap the pavement surface and shall be in accordance with the following.

613.20.3 4.1.1 For Portland concrete, Type II or Type III epoxy resin material in accordance with Sec 1039 or

grout shall be used. When epoxy material is used, the concrete shall be placed while the epoxy is still tacky. If the epoxy sets prior to placement of the concrete, the hardened epoxy material shall be removed and the pavement repair area shall be cleaned in accordance with Sec 613.20.3.2. When grout is used, mortar shall be in accordance with Sec 1066, except it shall consist of equal parts of cement and sand. If the grout dries prior to placing the concrete, the dried or hardened grout shall be removed and the pavement repair area shall be cleaned in accordance with Sec 613.20.3.2.

613.20.3 4.1.2 For elastomeric concrete, the bonding material properties and application shall be in accordance

with manufacturer recommendations.

613.20.3 4.1.3 For epoxy mortar, a neat low viscosity epoxy in accordance with Sec 623.20 shall be used.

613.20.3 4.2 Placement of Repair Material. Epoxy mortar shall not be used to repair spalls caused by

reinforcing steel corrosion. No standing water shall be present at the time of placement of the material. Retempering of the Portland cement concrete mixture with water will not be permitted. Concrete material shall be placed into the channel and consolidated with a small spud vibrator. Vibrators with diameters greater than one inch will not be permitted. Care shall be taken not to touch the compressible insert with a vibrator. On very small repairs and as approved by the engineer, hand tools may be used to work the repair material and attain adequate consolidation. Elastomeric concrete shall be handled, prepared and mixed in accordance with manufacturer recommendations. Epoxy mortar components shall be handled, prepared and mixed in accordance with Sec 623. Any segregated areas shall be removed and replaced at the contractor’s expense.

613.20.3 4.3 Finishing and Texturing. Repair material shall be finished to match the cross section of the

existing pavement. The repair material shall be screed from the center of the repair out to the repair boundaries. Excess patch material from finishing may be used to fill any saw cut run-outs that extend beyond the repair perimeter, if the material can fully penetrate the run-outs, otherwise, an approved low viscosity epoxy shall be used to fill the saw cut run-outs. After finishing, the repair shall be appropriately textured to approximate the texture of the existing pavement.

613.20.3 4.4 Sealing and Curing. For Portland cement concrete patch material the repair and slab interface

shall be sealed by painting the repair perimeter with a 1:1 cement-water grout. Concrete repair material shall be cured in accordance with Sec 502.6.1, except a double application of curing material in accordance with Sec

613.20.2 5 shall be placed over the repaired area. Elastomeric concrete shall be cured in accordance with

manufacturer recommendations. Epoxy mortar shall be cured in accordance with Sec 623.

613.20.3 5 Opening to Traffic.Traffic shall not be permitted on the repaired pavement until the patch material

has attained a minimum compressive strength of 1,600 psi, but shall be a minimum of two hours after placement or the time recommended by the manufacturer.

613.20.3 6 Acceptance. All pavement repairs will be sounded by the engineer prior to acceptance. Sounding

will not be performed until the repair material has reached design compressive strength and the repair has been open to traffic for a minimum of 30 days. If sounding indicates unsound material, the entire pavement repair 338shall be removed to the limits designated by the engineer and replaced by the contractor at the contractor’s expense.

613.20.4 Method of Measurement.

613.20.4 1 Measurement for repairing spalled areas, cracks or joints will be made to the nearest 1/10 square

yard. Any material removed beyond the repair area designated by the engineer due to the removal methods used by the contractor will not be included in the measurement for pavement repair. Measurement of all concrete material furnished and placed in the repair of spalled areas, cracks or joints will be made to the nearest 1/10 cubic yard.

613.20.4 2 If an area designated for partial depth pavement repair requires full depth pavement repair in

accordance with Sec 613.20.1.2, measurement for material removed as part of the partial depth pavement repair work at that location will be made to the nearest 1/10 square yard.

613.20.5 Basis of Payment. The accepted quantities for Class A partial depth pavement repair will be paid for

at the contract unit price for each of the pay items included in the contract. Full depth pavement repairs required due to negligence by the contractor will be at the contractor’s expense. All other full depth pavement repairs will be paid for in accordance with Sec 613.10. SECTION 613.30 CLASS B PARTIAL DEPTH PAVEMENT REPAIRS.

613.30.1 Description.

613.30.1 1 Class B partial depth pavement repair shall consist of removing areas of unsound concrete or

bituminous patching material in a concrete pavement to a maximum depth of one half of the concrete pavement thickness and replacing the unsound material with an approved bituminous mixture. This work shall be performed on projects that include resurfacing as part of the contract.

613.30.1 2 If dowel bars are structurally damaged during the removal process, if the concrete below one half of

the slab depth is unsound or damaged during removal, or if the area indicates pumping, movement of the subbase or structural pavement failure, full depth pavement repair shall be performed in accordance with Sec 613.

613.30.2 Material. The material used for Class B partial depth pavement repairs shall be either the bituminous

surface mix specified in the contract for resurfacing the existing pavement or a PG64-22 surface mix in accordance with Sec 401. Tack material shall be in accordance with Sec 407.2.

613.30.3 Construction Requirements.

613.30.3 1 Removal of Bituminous and Concrete Material.

613.30.3 1.1 At areas shown on the plans or where unsuitable material is exposed during coldmilling operations

and identified by the engineer to be repaired, all loose and unsuitable bituminous material shall be removed by milling or other approved methods. Concrete material shall be removed in accordance with Sec 613.20.3.1. Around the perimeter of the repair, the sides shall be relatively vertical, and concrete surfaces shall have a roughened face, such as can be produced by milling or other means approved by the engineer. The minimum depth of the repair shall be 2 inches. The area shall be cleaned to remove loose material and shall have a relatively uniform depth. If the top of dowel bars are exposed but not structurally damaged, the exposed section of the dowel bar shall be coated with an approved bond breaker.

613.30.3 1.2 If during the removal of material for partial depth pavement repair, the pavement constitutes full

depth pavement repair in accordance with Sec 613.30.1.2, removal operations shall cease at that location. The contractor may conduct full depth pavement repair at that time, or the contractor may temporarily patch the exposed area in accordance with Sec 613.20.3.1.2, and perform full depth pavement repair at a later date.

613.30.3 2 Cleaning. The exposed faces of the concrete shall be free of loose particles, dust and any other

contaminants before repair material is placed. The procedure shall produce a clean, roughened surface, such as can be produced by sandblasting, or shotblasting. Clean-up and disposal of blast material shall be in accordance 339with Sec 202.3.1.3. All remaining loose material shall be removed with air blasting equipment just prior to placement of material. The air from the air blasting equipment shall be free of contaminants.

613.30.3 3 Placement of Repair Material. The repair area shall be suitably tacked on the sides and bottom to

ensure bonding of any remaining loose material, as well as bonding of the repair material. There shall be no ponding of the tack liquid at the time the area is filled. The repair area shall be filled with an approved bituminous surface mixture, and thoroughly compacted over the entire repair area to a density approved by the engineer. Areas greater than 3 inches in depth shall be filled in two lifts, each thoroughly compacted. Reestablishing of joints by sawing will not be required.

613.30.4 Method of Measurement.

613.30.4 1 Measurement of Class B partial depth pavement repairs for removing material will be made to the

nearest 1/10 square yard. Any material removed beyond the repair area designated by the engineer due to the removal methods used by the contractor will not be included in the measurement for pavement repair. Measurement for furnishing and placing the bituminous material will be made to the nearest 0.1 ton.

613.30.4 2 If an area designated for partial depth pavement repair requires full depth pavement repair in

accordance with Sec 613.30.1.2, measurement for material removed as part of the partial depth pavement repair work at that location will be made to the nearest 1/10 square yard.

613.30.5 Basis of Payment. The accepted quantities for Class B partial depth pavement repair will be paid for at

the contract unit price for each of the pay items included in the contract. Payment for tack liquid is incidental to the pay item for furnishing and placing bituminous material. Full depth pavement repairs required due to improper means and methods by the contractor will be at the contractor’s expense. All other full depth pavement repairs will be paid for in accordance with Sec 613.10. SECTION 613.35 CLASS C PARTIAL DEPTH PAVEMENT REPAIR

613.35.1 Description. Class C partial depth pavement repair shall consist of performing repairs in asphalt

pavements, including composite pavements that have an asphalt surface. This work includes removal of unsound pavement to the depth specified on the plans, or as directed by the engineer, and replacement with an approved asphalt mixture.

613.35.2 Material. The material used for Class C partial depth repairs shall be the asphalt surface mix specified

in the contract, or a mix approved by the engineer.

613.35.3 Construction Requirements.

613.35.3 1 Removal of Bituminous Material. All unsuitable pavement shall be removed by milling or other

method approved by the engineer. For overlay projects that include cold milling the entire surface, the Class C removal and repair work shall be completed prior to the surface milling operation unless otherwise shown on the plans or approved by the engineer. For composite pavements, the repair may extend into the underlying concrete pavement if deterioration is found at that depth. The minimum depth of repair shall be 2 inches. The repair area shall be square or rectangular in shape. The exposed faces of the repair area shall be cleaned to remove loose material. Material removed from the repair area shall be disposed of off right of way unless otherwise approved by the engineer.

613.35.3 2 Placement of Repair Material. The repair area shall be adequately tacked on the sides and bottom

to ensure bonding of the repair material. The repair area shall be filled with the approved asphalt mixture and thoroughly compacted over the entire area to a density approved by the engineer. Areas greater than 3 inches in depth shall be filled and thoroughly compacted in two lifts. For pavements that will receive a final overlay, the final compacted surface of the repair shall be level with, or not more than ¼ inches above, the surrounding pavement. If the repair will be the final driving surface, smoothness shall be in accordance with Sec 610.4.3 and Sec 610.4.4.

613.35.4 Method of Measurement.

613.35.4 1 Removal of Bituminous Material. Measurement of removal for Class C partial depth repairs will be

made to the nearest 1/10 square yard. For composite pavements, this removal includes both asphalt and concrete 340material. Any material removed beyond the repair area designated by the engineer due to the removal methods used by the contractor will not be included in the measurement.

613.35.4 2 Furnishing and Placement of Repair Material. Measurement for furnishing and placing the

asphalt repair material will be made to the nearest 0.1 ton.

613.35.5 Basis of Payment. The accepted quantities for Class C partial depth pavement repair will be paid for at

the contract unit price of the pay items included in the contract. Payment for tack liquid is incidental to the pay item for furnishing and placing bituminous material. SECTION 613.40 DOWEL BAR RETROFIT.

613.40.1 Description of Work. This work shall consist of sawing partial depth slots across cracks, cleaning the

slots, placing dowel bars in the slots, placing a joint forming insert to reestablish the crack and backfilling the slots with concrete.

613.40.2 Material.

613.40.2 1 Repair Material. Rapid set concrete patching material shall be used. The maximum aggregate size

in the gradation shall be ½ inch. Prior to use, the material shall be approved by the engineer. Material having completed current testing through AASHTO’s NTPEP will be considered for qualification upon submittal of a written request by the manufacturer with accompanying documentation. The material shall be handled, prepared and mixed in accordance with the manufacturer’s recommendations. The contractor shall supply a manufacturer’s certification to the engineer for each lot of material furnished. Certification shall include the name of the manufacturer and a manufacturer’s certification statement that the material supplied is the same as the material that was qualified.

613.40.2 2 Dowel Bars. Dowel bars shall be 1½ x 18 inches and in accordance with Sec 1057, except the entire

dowel bar shall be coated.

613.40.2 3 Expansion Caps for Dowel Bars. Caps shall be tight fitting and made of ¼ inch thick non-metallic

material that will allow ¼ inch movement at each end of the dowel bar.

613.40.2 4 Joint Insert. To re-establish the crack, a compressible insert, in accordance with Sec 613.20.2.4,

shall be used. The material shall fit tight around the dowel bar and to the bottom and edges of the slot. The material shall be capable of remaining in a vertical position and tight to all edges during placement of the repair material to prevent the concrete backfill from flowing into the existing crack and pavement voids.

613.40.2 5 Bar Chairs. Bar chairs may be metal epoxy-coated chairs or a non-metallic material.

613.40.3 Construction Requirements.

613.40.3 1 Preparation of Slots. Two saw cuts shall be made in the pavement to outline the longitudinal sides

of each dowel bar slot. The slots shall be sawed to a depth and length that allows the center of the dowel to be placed at mid-depth in the pavement slab. The slots shall be 2½ inches wide. The contractor shall provide a method, approved by the engineer, that will align the slots parallel to centerline of the roadway with a maximum variation of ⅛ inch from a true parallel line. Slots in a wheel path shall be created by using saws with gang- mounted diamond blades, capable of simultaneously making six saw cuts for three dowel bar slots at the desired slot spacing. Equipment shall not cause damage to the existing pavement. All saw slurry shall be removed from the slot and pavement. No water residue or paste shall be allowed to flow onto lanes open to traffic or into closed drainage systems. If pneumatic hammers or other equipment used during concrete removal operations cause damage to pavement that is to remain, the concrete removal operations shall be discontinued and shall not resume until the contractor has taken corrective measures. The pneumatic hammer will not be permitted to break through the concrete, and if this occurs, a full depth pavement repair shall be conducted at the contractor’s expense. The bottom of slots shall be flat. The edges of the slots shall be cleaned by sandblasting to produce a rough surface. Blasting operations shall not damage the surrounding pavement. Clean-up and disposal of blast material shall be in accordance with Sec 202.3.1.3. The newly exposed concrete surface shall be free of spalls, burrs, latence and all contaminants detrimental to achieving an adequate bond. The maximum amount of spalling allowed on the edges of the slots will be ⅜ inch. The point of curvature at the bottom of either end of the slot shall be ½ inch beyond the dowel bars end. 341613.40.3.1.1 After the construction of a slot, the pavement shall not be opened to traffic until all six retrofit dowel bars are in place, cured, and the work is completed at that location. The tires of construction vehicles will not be permitted to travel on slots where concrete has been removed.

613.40.3 1.2 Multiple saw cuts parallel to the centerline within the slot removal boundaries may be sawed to

allow removal of material from the dowel bar slots and to provide a level surface for the feet of the dowel bar chairs.

613.40.3 1.3 All slots shall be cleaned with moisture-free, oil-free, compressed air to remove any remaining

dust, residue, debris and moisture. The contractor shall then seal the existing transverse joint and all cracks at the bottom and the sides of the dowel bar slot with a silicone sealant to prevent any repair material from entering into these areas.

613.40.3 2 Placement of Dowel Bars, Joint Inserts and Repair Material.

613.40.3 2.1 Prior to inserting a dowel bar in a slot, expansion caps shall be placed on each end of the bar. A

minimum ¼ inch gap shall be maintained in the expansion caps. A dowel bar chair shall hold the bar firmly centered in the slot and at a minimum of ½ inch above the bottom of the dowel slot. The dowel bar chairs shall not allow movement of the dowel.

613.40.3 2.2 When placing the dowel bar in the slot, care shall be taken to avoid getting any graphite grease

onto the sides or bottom of the slot. If the debonding agent on the dowel bar contaminates any of the surfaces of the slot, the dowel bar shall be removed and the slot sandblasted to remove the contamination.

613.40.3 2.3 The dowel bar shall be inserted into the slot such that the chair legs are in the saw cut kerfs at the

bottom of the slot. The bars shall vary no more than ¼ inch from the pavement surface and shall be parallel to the centerline of the pavement. Bars shall be firmly centered in the slot at the midpoint of the pavement slab. The legs of the bar chairs shall be snug against the slot wall.

613.40.3 2.4 A joint insert shall be placed into the slot as a filler material to maintain the crack as shown on the

plans. When in place, the insert shall extend from the bottom of the slot to the surface of the pavement, with half the dowel length extending on each side of the insert. If for any reason the insert or dowel bars shift during placement of the repair material, the work will be rejected and shall be redone at the contractor’s expense.

613.40.3 2.5 Just prior to placement of the repair material, one or more passes of an air blast shall be used to

provide a dust free, clean slot.

613.40.3 2.6 The rapid set concrete patching material shall be placed in the slot, consolidated, textured and

cured as recommended by the manufacturer.

613.40.3 3 Opening to Traffic. Traffic shall not be permitted on the repaired pavement until the rapid set

concrete patching material has attained a minimum compressive strength of 1,600 psi, but shall be a minimum of 2 hours or the time recommended by the manufacturer.

613.40.4 Basis of Payment. The accepted quantity for dowel bar retrofit will be paid for at the contract unit

price per dowel bar, complete in place. SECTION 613.50 CROSS STITCHING.

613.50.1 Description of Work. The work shall consist of repairing longitudinal pavement cracks by pinning the

pavement slabs together with a series of alternating tie bars.

613.50.2 Material.

613.50.2 1 Tie Bars. Tie bars shall be in accordance with Sec1057 and as shown on the plans.

613.50.2 2 Epoxy. Epoxy or Polyester Bonding Agents for Dowels shall be in accordance with Sec1039.

613.50.3 Construction Requirements

342613.50.3.1 At each cross-stitch location, holes shall be drilled at a 35 degree angle to the pavement surface, starting a variable distance from the longitudinal joint, in a direction perpendicular to the crack. The drill bit diameter shall not exceed 1⅛ inch. Drilling shall alternate back and forth on either side of the longitudinal crack from hole to hole. Drilled holes shall not penetrate through the bottom of the slab. Drilled holes shall contain no loose debris and be completely clean.

613.50.3 2 Epoxy shall be injected or poured into each hole. A tie bar shall be inserted in each hole such that the

epoxy material is evenly distributed around the bar and extruding from the surface opening. Each bar shall be inserted far enough to allow 1½ inch of cover as shown in the plans.

613.50.3 3 The pavement surface shall have all excess epoxy removed and have a flush finish.

613.50.3 4 Traffic shall not be permitted on the repaired pavement until the epoxy bonding material has cured in

accordance with the manufacturers recommendations.

613.50.4 Method of Measurement. Measurement of cross stitching will be made per tie bar at each individual

location.

613.50.5 Basis of Payment. The accepted quantity for cross stitching will be paid for at the contract unit price

per cross stitch tie bar, complete in place. No direct payment will be made for any drilling, cleaning or epoxy material necessary to complete the work. 343SECTION 614 DRAINAGE FITTINGS SECTION 614.10 GRATES AND BEARING PLATES.

614.10.1 Description. This work shall consist of furnishing and installing parallel bar grates and bearing plates,

and curved vane grates and frames of the size and design shown on the plans.

614.10.2 Material.

614.10.2 1 Parallel bar grates and bearing plates, and curb inlets shall be constructed of structural steel meeting

the requirements of ASTM A 36 and shall be fabricated as shown on the plans. Welds shall be of full section and sound throughout. Obvious dimensional defects and structural discontinuity of welds will be cause for rejection. All welding residue shall be removed. All tightly contacting surfaces shall be completely sealed by welding. Removal of welding beads will not be required except on bearing surfaces. Parallel bar grates and bearing plates, and curb inlets shall be hot-dip galvanized after fabrication in accordance with AASHTO M 111. Bolts, nuts and washers shall be galvanized in accordance with AASHTO M 232 or shall be mechanically galvanized. If mechanically galvanized, the coating thickness, adherence and quality requirements shall be in accordance with AASHTO M 232, Class C. Damaged spelter coating shall be repaired in accordance with Sec 1081.

614.10.2 2 Curved vane grates and frames shall be constructed of cast gray iron, meeting the requirements of

AASHTO M 306 and shall be fabricated as shown on the plans. Stainless bolts and washers shall be in accordance with Sec 901.3.

614.10.3 Construction Requirements. Parallel bar grates and bearing plates, curb inlets, and curved vane

grates and frames shall be installed as shown on the plans. Curved vane grates shall be properly oriented to the direction of water flow. Curved vane grates installed at low points shall be oriented as directed by the engineer.

614.10.4 Basis of Payment. The accepted quantity of parallel bar grates and bearing plates, and curved vane

grates and frames will be paid for at the contract unit price for each of the items included in the contract. SECTION 614.20 AUTOMATIC FLOODGATE.

614.20.1 Description. This work shall consist of furnishing and installing automatic floodgates of standard

design to fit the opening shown on the plans. Type 1 floodgates shall be installed on concrete structures. Type 2 floodgates shall be installed on corrugated metal pipe. Gates shall be of the off-vertical type if shown on the plans.

614.20.2 Material.

614.20.2 1 Automatic floodgates shall have a frame and flap constructed of cast iron meeting the requirements

of AASHTO M 105, minimum Class 30.

614.20.2 2 Each link shall be provided with commercial grade bronze bushings permanently lubricated and

installed at the factory. For hydraulic heads greater than 10 feet, the bottom of the links shall be provided with an adjusting screw to align seating faces on the cover properly with respect to the seat. For hydraulic heads less than 10 feet, adjusting screws will not be required, however, the seating faces on the cover shall properly align with respect to the seat. The links shall be designed to prevent the cover from rotating far enough to become wedged in the open position.

614.20.2 3 The seat shall be one-piece cast iron with a raised section around the perimeter of the waterway

opening to provide the seating face, and shaped to provide two pivot bosses extended above the top of the waterway opening.

614.20.2 4 All anchor bolts, assembly bolts, screws and nuts shall be of stainless steel having ample section to

withstand safely the forces created by operation of the gate under a hydraulic head. Quantity and size of anchor bolts shall be as recommended by the manufacturer, except there shall be a minimum of four bolts. Each anchor bolt shall be furnished with two nuts to facilitate installation and alignment of the flat back gates when attached to concrete. 344614.20.2.5 The contractor shall furnish a manufacturer's certification that the floodgate being supplied is in accordance with the specified material requirements and that the floodgate will operate properly under the specified hydraulic head. If the hydraulic head is not specified, the height of fill above the pipe will be considered the hydraulic head.

614.20.3 Construction Requirements. Automatic floodgates shall be carefully machined, watertight and

automatic in operation. Floodgates shall react to any difference in water level, and shall be hinged to seat accurately. Floodgates shall be attached in accordance with the manufacturer's recommendations for corrugated metal pipes or concrete structures.

614.20.4 Basis of Payment. The accepted quantity of automatic floodgates, complete in place including

connection to concrete structure or corrugated metal pipe, will be paid for at the contract unit price for each of the items included in the contract. SECTION 614.30 MANHOLE FRAME AND COVER AND CURB INLET.

614.30.1 Description. This work shall consist of furnishing and installing manhole frames and covers, curb

inlets or any items of similar nature. Manhole frames and covers, curb inlets or any items of similar nature shall be of the size and type necessary to fit appurtenant details shown on the plans, shall be of a standard design and shall meet the approval of the engineer.

614.30.2 Material. The manhole frames and covers, curb inlets or any items of similar nature shall be

constructed of cast iron in accordance with AASHTO M 105. Specific classes, if required, will be shown on the plans.

614.30.3 Construction Requirements. Bearing surfaces of both the frame and cover shall be finished to a non-

rocking fit. The fixture shall be set securely as shown on the plans to prevent displacement during the placing of concrete. All concrete placed adjacent to the fixture shall be thoroughly vibrated.

614.30.4 Basis of Payment. The accepted quantity of these items or items of similar nature, complete in place,

will be paid for at the contract unit price for each of the pay items included in the contract. 345SECTION 616 TEMPORARY TRAFFIC CONTROL 616.1 Description. This work shall consist of furnishing, installing, operating, maintaining, cleaning, relocating and removing temporary traffic control devices and equipment, and the removal and relocation or covering and uncovering of existing signs and other traffic control devices in accordance with the contract documents or as directed by the engineer. For purposes of this specification, the work zone will be defined as the area between the first and last temporary traffic control device as shown on the plans for the work being performed. 616.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section Temporary Traffic Control Devices1063 616.3 Safety Requirements. 616.3.1 All traffic control devices shall be in accordance with the MUTCD and any applicable safety and design codes. 616.3.2 The contractor shall submit a manufacturer's certification of crashworthiness, per NCHRP 350 or MASH 2016 Evaluation Criteria, for FHWA Category 1 temporary traffic control devices and appurtenances. The contractor shall submit the manufacturer’s certification of crashworthiness per NCHRP 350 or MASH 2016 Test Level 3 criteria for all FHWA Category 2 and Category 3 temporary traffic control devices and appurtenances. Non MASH 2016 Category 2 temporary traffic control devices and appurtenances manufactured prior to January 1, 2023 may be used until January 1, 2026. Non MASH 2016 Category 3 temporary traffic control devices manufactured prior to January 1, 2023 may be used until January 1, 2030. All Category 2 and Category 3 temporary traffic control devices and appurtenances manufactured after January 1, 2023 shall meet MASH 2016 Test Level 3 crash test requirements. The contractor shall submit a manufacturer’s certification of crashworthiness per NCHRP 350 or MASH 2016 for FHWA Category 4 temporary traffic control devices when available. Regardless whether the device meets NCHRP 350 or MASH 2016 criteria, the engineer reserves the right of final approval. Installation of a device prior to the engineer's approval will be at the contractor's risk. 616.3.3 The contractor shall:

616.10 Radar Speed Advisory System.

616.10.1 The contractor shall place the changeable message sign Radar Speed Advisory System at the location

shown on the plans or as directed by the engineer.

616.10.2 The contractor shall deploy, operate and maintain the Radar Speed Advisory System as specified in the

traffic control plan an in accordance with the manufacturer's recommendations for the duration of the project at the contractor's expense. The contractor shall program the Radar Speed Advisory System as directed by the engineer and shall not include advertising, animation, rapid flashing, dissolving, exploding, scrolling, or other dynamic elements as stated in Chapter 2L of the MUTCD.

616.10.3 When the Radar Speed Advisory System is not in use, it shall be turned away from traffic. When not

required for longer than a 24-hour period, the Radar Speed Advisory System shall be stored in accordance with Sec 107.5.

616.11 Method of Measurement. Measurement for relocation of post-mounted signs will be made to the

nearest square foot of sign area.

616.12 Basis of Payment. All temporary traffic control devices authorized for installation by the engineer will

be paid for at the contract unit price for each of the pay items included in the contract. No direct payment will be made for the following:

617.10.1 Description. This work shall consist of constructing permanent concrete traffic barrier as shown on the

plans or as directed by the engineer. For purposes of this specification, permanent concrete traffic barrier will be defined as Type A, B, C, D, E or any modification of these types.

617.10.2 Material. All reinforcing steel shall be Grade 60 deformed bar, and all reinforcing steel and dowels

shall be epoxy coated. All material shall be in accordance with Division 1000, Material Details, and specifically as follows: Item Section/Specification Reinforcing Steel for Concrete 1036 Concrete Curing Material 1055 Dowel Bars 1057 Preformed Fiber Expansion Joint Material 1057 Joint Sealer 1057 Joint Filler 1057 Prestressing Strands AASHTO M 203

617.10.3 Construction Requirements.

617.10.3 1 Permanent concrete traffic barrier shall be constructed of pavement concrete or Class B-1 concrete.

Concrete shall be air-entrained with 28-day compressive strength of 4,000 psi. Material, proportioning, air- entraining, mixing, slump and transporting shall be in accordance with Sec 501. Concrete shall be placed and finished in accordance with Sec 703. Permanent concrete traffic barrier shall be cured in accordance with Sec 502.

617.10.3 2 Permanent concrete traffic barrier shall be constructed using an extrusion machine or forms

specifically designed for constructing cast-in-place reinforced concrete traffic barrier. Precast units will not be permitted. Barriers that do not exhibit a consistent surface shall be corrected to the satisfaction of the engineer.

617.10.3 3 For retrofit installation, dowels shall be installed in accordance with Sec 1039.30.

617.10.4 Method of Measurement. Final measurement will not be made except for authorized changes during

construction, or where appreciable errors are found in the contract quantity. The revision or correction will be computed and added to or deducted from the contract quantity. Where required, measurement for each type of permanent concrete traffic barrier, including barrier height transitions, will be made to the nearest 1/2 linear foot for each continuous length and totaled to the nearest linear foot for the sum of the lengths.

617.10.5 Basis of Payment. Accepted permanent concrete traffic barrier will be paid for at the contract unit

price for each of the types specified in the contract. No direct payment will be made for reinforcing steel, dowels, joint filler material, and sawed joints. SECTION 617.20 TEMPORARY TRAFFIC BARRIER.

617.20.1 Description. This work shall consist of furnishing, installing, relocating and removing temporary

traffic barrier as shown on the plans or as directed by the engineer. For purposes of this specification, temporary concrete traffic barrier will be defined as Type F three-loop concrete traffic barrier or approved alternate barrier system that meets NCHRP 350 or MASH 2016 criteria.

617.20.2 Material. All material shall be in accordance with Division 1000 Materials Details and Sec 1064.2.2.1.

617.20.2 1 All Type F temporary barrier shall be in a serviceable condition during installation and relocation as

determined by the engineer. Reference the Missouri Quality Standards for Temporary Traffic Control Devices for evaluation criteria on serviceable condition. 353617.20.2.2 Use of two-loop temporary Type F concrete traffic barrier shall not be allowed after January 1, 2023.

617.20.2 3 Other types of temporary traffic barrier will be allowed if the barrier has been approved in

accordance with Sec 1064 and meets the project specific need as approved by the engineer.

617.20.3 Certification. Prior to use the contractor shall submit to the engineer a manufacturer's certification of

crashworthiness per NCHRP 350 or MASH 2016 for portable concrete barrier or other approved temporary barrier. Type F three-loop temporary concrete barrier is required to meet NCHRP 350 requirements regardless of manufacturing date and may be used until January 1, 2030. All other temporary barriers manufactured prior to January 1, 2023 may be used until January 1, 2030. All other temporary barriers manufactured after January 1, 2023 shall meet MASH 2016 crash test requirements.

617.20.4 Construction Requirements.

617.20.4 1 As directed by the engineer, damaged units shall be immediately replaced and removed from the

right of way at the contractor's expense.

617.20.4 2 All barrier sections shall remain the property of the contractor unless specified otherwise in the

contract.

617.20.4 3 Equipment or material shall not be stored near temporary barriers within the limits shown on the

plans or as approved by the engineer.

617.20.4 4 Anchoring of Type F temporary concrete traffic barrier shall be as shown on the plans. Other types of

temporary traffic barrier shall be anchored in accordance with the manufacturer’s recommendations.

617.20.5 Method of Measurement. Measurement of temporary traffic barrier and relocated temporary traffic

barrier will be made to the nearest 1/2 linear foot for each continuous length and totaled to the nearest linear foot for the sum of the lengths. Measurement of temporary traffic barrier height transitions and relocated temporary traffic barrier height transitions will be made per each.

617.20.6 Basis of Payment. Accepted temporary concrete traffic barrier and temporary concrete traffic barrier

height transitions will be paid for at the contract unit price for each of the pay items included in the contract. Accepted relocated temporary concrete traffic barrier and relocated temporary concrete traffic barrier height transitions will be paid for at the contract unit price for each of the pay items included in the contract. SECTION 617.30 TRAFFIC BARRIER DELINEATORS.

617.30.1 Description. This work shall include furnishing, installing and maintaining retroreflectorized traffic

barrier delineators as shown on the plans or as designated by the engineer.

617.30.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically as

follows: Item Section Delineators1065

617.30.3 Construction Requirements.

617.30.3 1 Delineators shall be placed on all traffic barrier spaced at 50-foot intervals.

617.30.3 2 Delineator reflector colors shall correspond with pavement marking. Delineators shall be sheeted on

one side, facing oncoming traffic, unless otherwise specified. Where permanent concrete traffic barrier divides opposing lanes of travel, the delineators shall have retroreflective sheeting on both sides corresponding to adjacent pavement marking.

617.30.3 2.1 Delineators mounted on permanent concrete traffic barrier shall be anchored with galvanized

mechanical fasteners that prevent movement in accordance with the manufacturer’s recommendations. 354617.30.3.2.2 Delineators mounted on temporary concrete traffic barriers shall be mounted to the traffic barrier in accordance with the manufacturer's recommendations.

617.30.3 3 Any damaged or missing delineators shall be replaced by the contractor at the contractor's expense.

617.30.4 Basis of Payment. No direct payment will be made for traffic barrier delineators provided on new

permanent concrete traffic barrier or temporary traffic barrier. Delineators specified for installation on existing permanent concrete traffic barrier will be measured and paid for per each. 355SECTION 618 MOBILIZATION 618.1 Description. This item shall consist of the preparatory work and operations, including, but not limited to, those necessary for the movement of personnel, equipment, supplies and incidentals to the project site, for the establishment of all offices, buildings and other facilities necessary for work on the project, except as provided in the contract as separate pay items, payment for the actual cost of the contract bond and railroad liability insurance and for all other work and operations that must be performed or costs incurred prior to beginning work on the various items on the project site. 618.2 Basis of Payment. Payment for mobilization will be made incrementally as stated herein. 618.2.1 Reimbursement for Contract Bond and Railroad Liability Insurance. The contractor can receive reimbursement for expenditures incurred for contract bond and railroad liability insurance prior to the first incremental mobilization payment by submitting invoices to the engineer showing the amount expended for these services. The reimbursement payment will be made on the first estimate following the contractor’s request. The amount of the reimbursement, not to exceed the contract price for mobilization, will be deducted from the contract price for mobilization and the remaining amount will be used to establish the partial payments defined in Sec 618.2.2. 618.2.2 Partial Payments. Each partial payment will be 25 percent of the contract price for mobilization, after any deductions made in accordance with Sec 618.2.1, or 2.5 percent of the original contract price, whichever is less. For purposes of this calculation, the original contract price will be construed as the total dollar value of all contract line items. The partial payments for mobilization will be paid incrementally as follows:

620.10.1 General.

620.10.1 1 Quality Control and Quality Assurance. Quality Control and Quality Assurance shall be in

accordance with Sec 620.40.

620.10.1 2 Temporary Pavement Marking following Obliteration of Existing Markings. When the

contractor obliterates existing pavement markings by cold milling, grinding, resurfacing or for any other operation, the contractor shall, at the contractor’s expense, provide and maintain temporary pavement marking in accordance with the plans and as specified in Sec. 1048.10 until permanent pavement markings are in place. The contractor shall place temporary or permanent pavement markings on all open lanes of traffic at the completion of each daily operation prior to leaving the work zone unattended. At no time shall more than one mile of roadway be unmarked. Pavement marking shall be replaced in the same configuration as the previously existing pavement marking unless otherwise shown on the plans or directed by the engineer.

620.10.1 3 Two-lane, two-way roadways shall be marked as shown on the plans. When TRPMs or tape is used

to mark the centerline of two-lane, two-way roadways, no-passing zone signs shall be posted as shown on the plans in lieu of marking the no-passing zones. When paint is used for temporary markings the no-passing zone signs are not required, however the temporary paint shall be applied according to Sec 620.10.2.3.6 No-Passing Zones.

620.10.1 4 On resurfacing projects, when the adjacent layer of resurfacing has not been placed and the existing

centerline or lane line marking has been obliterated, the temporary marking shall be placed on the higher layer at the centerline of the roadway or lane. Any temporary pavement marking damaged, displaced or missing before 358the final pavement marking is installed shall be replaced at the contractor's expense within two hours upon notification from the engineer.

620.10.1 5 If temporary pavement marking is to be in place for more than the time limit specified in Sec

620.2.1, the engineer may require that temporary paint be placed and maintained at the contractor’s expense. See Sec 620.10.2 for paint specifications.

620.10.1 6 For temporary marking durations of less than two weeks and when removal of the temporary

marking is not required, temporary non-removable pavement marking tape may be used as specified in Sec

620.10 4.

620.10.1 7 Temporary Pavement Marking for Traffic Pattern Changes.. The contractor shall place

temporary pavement markings for bypasses, lane shifts, narrow lanes and other traffic pattern changes as shown on the plans. Temporary paint shall not be used in lieu of tape without approval from the engineer. The contractor shall install and maintain temporary pavement marking until the permanent marking material has been placed as specified in the contract.

620.10.1 8 For temporary pavement marking of traffic pattern changes on the final driving surface that will

require subsequent removal of the temporary markings, temporary removable pavement marking tape shall be used as specified in Sec 620.10.3, unless otherwise shown on the plans or approved by the engineer.

620.10.2 Temporary Pavement Marking Paint.

620.10.2 1 Description.. This work shall consist of furnishing and placing temporary pavement marking paint at

locations shown on the plans or as directed by the engineer. The type of paint used for temporary pavement marking shall be standard waterborne, except that high build waterborne may be used in lieu of standard waterborne at no additional cost to the Commission. The weather limitations for standard and high build waterborne shall be as specified in Sec 620.20.2.4. When ambient air and surface temperatures are below 60° F, cold weather paint may be used in accordance with Sec 620.10.6 at no additional cost to the Commission.

620.10.2 2 Material.. Temporary pavement marking material paint and glass beads shall be in accordance with

620.10.2 3 Construction Requirements.

620.10.2 3.1 Temporary paint may be used as temporary pavement markings for the duration of the project.

Retrorefletivity shall be maintained as specified in Sec 620.40.2.2.4, at the contractor’s expense, for as long as the temporary pavement marking paint is in place.

620.10.2 3.2 The minimum thickness of the painted markings shall be no less than 15 mils. Lane lines, edge

lines and no-passing lines shall be 4 inches in width. Type P drop-on glass beads, in accordance with Sec

620.30 3, shall be used for temporary paint applications.

620.10.2 3.3 It is allowable to place a temporary paint line prior to cutting the rumble strip along that line. After

cutting the rumble, the remaining portion of the temporary paint line is considered sufficient temporary pavement marking until the permanent line can be placed.

620.10.2 3.4 When temporary pavement marking paint is used on the final driving surface, and durable

pavement marking is to be used for the permanent marking, all temporary paint shall be removed prior to applying the durable pavement marking. Removal will be at the contractor’s expense unless otherwise specified in the contract. Removal shall be in accordance with Sec 620.20.1.4.

620.10.2 3.5 When temporary pavement marking paint is used on the final driving surface and paint is to be

used for the permanent marking, all temporary paint shall be installed in the same location and in the same sequence as the final pavement marking such that no temporary pavement marking will be visible after the final 359pavement marking is installed. Any temporary pavement marking that remains visible after final pavement marking shall be removed at the contractor’s expense.

620.10.2 3.6 No-Passing Zones. When paint is used for temporary marking on two-lane, two-way roadways, all

no passing zone lines shall be marked prior to leaving the work zone unattended.

620.10.2 4 Equipment. All equipment for application of pavement marking paint shall be as specified in Sec

620.20.2 3.

620.10.3 Temporary Removable Pavement Marking Tape.

620.10.3 1 Description. This work shall consist of furnishing, placing and maintaining temporary removable

pavement marking tape at locations shown on the plans or as directed by the engineer.

620.10.3 2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically

as follows: Item Section Temporary Removable Pavement Marking Tape1048.10.2

620.10.3 3 Construction Requirements. All temporary removable pavement marking tape within the project

limits shall be maintained by the contractor at the contractor’s expense in a manner approved by the engineer. All temporary removable marking tape shall be installed according to the manufacturer's recommendations.

620.10.4 Temporary Non-Removable Pavement Marking Tape.

620.10.4 1 Description. This work shall consist of furnishing, placing and maintaining temporary non-

removable pavement marking tape at locations shown on the plans or as directed by the engineer.

620.10.4 2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically

as follows: Item Section Temporary Non-Removable Pavement Marking Tape1048.10.3

620.10.4 3 Construction Requirements. Temporary non-removable pavement marking tape shall be installed

according to the manufacturer's recommendations.

620.10.5 Temporary Raised Pavement Markers.

620.10.5 1 Description. This work shall consist of providing, installing, maintaining and removing

retroreflective temporary raised pavement markers (TRPMs) on roadway lane lines, centerlines or edge lines as shown on the plans or as directed by the engineer.

620.10.5 2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically

as follows: Item Section Temporary Raised Pavement Markers1048.10.4

620.10.5 3 Construction Requirements.

620.10.5 3.1 TRPMs shall be of the colors shown on the plans unless otherwise directed by the engineer.

Reflective faces shall be oriented to face traffic. TRPMs shall be installed according to the manufacturer's recommendations and placed as shown in the Missouri Standard Plans for Highway Construction

620.10.5 3.2 TRPMs, with covers, shall be used for Seal Coat as defined in Sec 409 and for surface treatment

projects as defined in Sec 413 with the exception of Sec 413.30 and Sec 413.31. 360620.10.5.3.3 On resurfacing projects, TRPMs shall be removed prior to placement of the next lift of asphalt. TRPMs placed on final wearing surfaces shall be removed in their entirety after permanent striping is placed. No TRPMs, shall be left on Commission Right of Way.

620.10.6 Cold Weather Pavement Markings.

620.10.6 1 Description. Cold weather pavement marking paint is described as cold weather waterborne paint or

cold weather acrylic copolymer fast drying paint that is manufactured for use within the weather limitations specified herein.

620.10.6 2 Applications. Cold weather pavement marking paint may only be used for temporary pavement

marking or as a substitute for standard waterborne paint when approved by the engineer, at no additional cost to the Commission. Cold weather pavement marking paint shall not be used as a permanent pavement marking in lieu of high build waterborne paint or any durable pavement marking.

620.10.6 3 Weather Limitations. Cold weather paint shall not be used except when the ambient air temperature

and pavement surface temperature is greater than 35° F but less than 60° F. The pavement surface temperature and ambient air temperature shall be ascending from 35° F before striping operations begin. Cold weather pavement marking shall not be applied if the weather forecast for the eight hour period immediately following final application includes precipitation or temperatures below 35° F.

620.10.6 4 Material. Cold weather pavement marking paint and glass beads shall be in accordance with

620.10.6 5 Construction Requirements. Cold weather pavement marking paint shall be applied to a wet

thickness of no less than 15 mils. The mil thickness shall be increased as needed to account for the porosity of the pavement to achieve a target bead embedment of 60%. The wet film thickness of the applied paint may be tested with a paint thickness gauge as directed by the engineer. Type P drop-on glass beads, in accordance with Sec 620.30.3 shall be used for cold weather paint applications.

620.10.6 5.1 Paint may be heated before application to a maximum temperature of 120° F for waterborne paint

and 125° F for acrylic copolymer paint.

620.10.7 Method of Measurement. Final measurement of temporary pavement marking paint, temporary

removable tape, temporary non-removable tape and temporary raised pavement markers will not be made except for authorized changes during construction or where appreciable errors are found in the contract quantity. No measurement will be made for any temporary pavement markings, regardless of type, when used as temporary pavement marking due to obliteration of existing markings as defined in Sec 620.10.1.2.

620.10.7 1 Measurement of temporary pavement marking paint, temporary removable marking tape and

temporary non-removable marking tape, when required, will be measured per linear foot.

620.10.7 2 Measurement of Temporary Raised Pavement Markers (TRPMs), when required, will be measured

per each.

620.10.8 Basis of Payment.

620.10.8 1. The accepted quantity of temporary pavement marking paint, temporary removable tape, temporary

non-removable tape and temporary raised pavement markers will be paid for at the contract unit price for each of the pay items included in the contract. Payment will be made for initial installation only and not for repair or replacement. 361620.10.8.2 No payment will be made for any temporary pavement markings, regardless of type, when used as temporary pavement marking due to obliteration of existing markings as defined in Sec 620.10.1.2. SECTION 620.20 PERMANENT PAVEMENT MARKING.

620.20.1 General.

620.20.1 1 Quality Control and Quality Assurance. Quality Control and Quality Assurance shall be in

accordance with Sec 620.40.

620.20.1 2 When installing permanent pavement marking, the contractor shall match the pavement marking

sequence on the roadway just in advance of the project limits in order to provide a seamless and continuous marking from old to new pavement for future striping operations.

620.20.1 3 If the permanent pavement marking cannot be placed according to these specifications and the road

is to be opened to traffic with no permanent pavement marking in place, the contractor shall, at the direction of the engineer, place and maintain temporary pavement marking at the contractor’s expense. The contractor shall remove, collect and properly dispose of all temporary pavement marking and place the permanent pavement marking according to these specifications and as directed by the engineer.

620.20.1 4 Surface Preparation. The surface on which permanent pavement marking is to be placed shall be

clean, dry and free of all debris, laitance, curing compound and any other contaminants that may hinder the adhesion of the system to the surface. Permanent pavement marking shall not be applied in damp conditions or if there is any evidence of surface moisture on the pavement.

620.20.1 4.1 Prior to the installation of durable pavement markings, any pre-existing pavement markings shall

be removed to prepare the surface for the new application. Payment for the removal of pre-existing markings will be paid separately except when the pre-existing markings were placed by the contractor as temporary pavement markings.

620.20.1 5 Tolerance for Pavement Marking Lines.

620.20.2 Pavement Marking Paint.

620.20.2 1 Description. This work shall consist of furnishing and placing waterborne pavement marking paint

and drop-on glass beads in accordance with these specifications at locations shown on the plans or as directed by the engineer.

620.20.2 2 Material. Material for application of pavement marking paint shall be in accordance with Division

1000, Material Details, and specifically as follows: Item Section Drop-On Glass Beads 1048.30 Standard Acrylic Waterborne Pavement Marking Paint1048.20.1.1 High Build Acrylic Waterborne Pavement Marking Paint1048.20.1.2

620.20.2 3 Construction Requirements.

362620.20.2.3.1 All equipment shall be designed for pavement marking and shall be maintained in such a condition to properly and evenly apply marking paint and drop-on glass beads per these specifications.

620.20.2 3.2 Paint shall be applied with self-propelled equipment using spray guns designed and adjusted to

apply paint at the required thickness and width. Finished markings shall have well-defined edges, uniform cross section thickness and uniform bead distribution across the surface of the line. If there is any evidence of gun clogging, splattering or uneven paint distribution, painting operations shall cease until equipment is restored to proper operation.

620.20.2 3.3 Waterborne paint shall not be heated above 120° F before application.

620.20.2 3.4 Waterborne paint shall only be used as specified in the contract and plans. Waterborne paint shall

not be used for stop lines, arrows, words and symbols.

620.20.2 4 Weather Limitations.

620.20.2 4.1 The pavement surface temperature and air temperature shall be determined by the contractor each

day prior to the pavement marking operation and at any other time deemed necessary by the engineer. Temperatures shall be obtained in accordance with MoDOT Test Method TM20.

620.20.2 4.2 For waterborne paint applications, the pavement surface temperature and ambient air temperatures

shall be above 50° F and rising before marking operations may begin. Waterborne paint shall not be applied if the forecast conditions for the eight hours immediately following final application include precipitation or temperatures below 50° F.

620.20.2 5 Standard Waterborne Paint. Standard waterborne paint shall be applied to a wet thickness of no

less than 15 mils. The mil thickness shall be increased as needed to account for the porosity of the pavement and to achieve a target bead embedment of 60%. The wet film thickness of the applied paint shall be tested by the contractor with a paint thickness gauge or by other methods approved by the engineer.

620.20.2 5.1 Type P drop-on glass beads, in accordance with Sec 620.30, shall be used for standard waterborne

paint applications.

620.20.2 6 High Build Waterborne Paint. High build waterborne paint shall be applied to a wet thickness of

no less than 25 mils. The mil thickness shall be increased as needed to account for the porosity of the pavement and to achieve a target bead embedment of 60%. The wet film thickness of the applied paint shall be tested by the contractor with a paint thickness gauge or by other methods approved by the engineer.

620.20.2 6.1 Type L drop-on glass beads, in accordance with Sec 620.30, shall be used for high build

waterborne paint applications.

620.20.2 6.2 For open-graded pavement surfaces such as UBAWS Type B and C, it is allowable to apply a

primer coat of temporary paint prior to applying the High Build Waterborne Paint. When a primer coat is used, it shall be applied in accordance with Sec 620.10.2 and shall be fully cured prior to application of the surface coat in accordance with the manufacturer’s recommendation or for a minimum of 12 hours, whichever is greater. No additional payment will be made for the primer coat except for locations where Temporary Pavement Marking Paint is provided in the contract.

620.20.3 Durable Pavement Markings

620.20.3 1 Durable Pavement Marking Lines.

620.20.3 1.1 Description. This work shall consist of furnishing and placing durable pavement marking lines in

accordance with manufacturer’s recommendations at locations shown on the plans or as directed by the engineer. Glass beads, when required, shall be in accordance with Sec 620.30.

620.20.3 1.2 Material. All material shall be in accordance with Division 1000, Material Details, and specifically

as follows: 363Item Section Durable Pavement Marking Materials1048.20.2 Drop-On Glass Beads 1048.30

620.20.3 1.3 Equipment. The application equipment shall have a system capable of applying the material per

manufacturer’s recommendations.

620.20.3 1.4 Weather Limitations. The pavement marking shall only be applied during dry weather and on dry

pavement surfaces. The pavement surface temperature and ambient air temperature shall be in accordance with the material manufacturer’s recommendations throughout the application and during the specified time for curing of the material.

620.20.3 2 Durable Intersection Pavement Markings.

620.20.3 2.1 Description. This work shall consist of furnishing and placing white stop lines, arrows, words and

symbols in accordance with the manufacturer’s recommendations at locations shown on the plans or as directed by the engineer. Glass beads, when required, shall be in accordance with Sec 620.30.

620.20.3 2.2 Material. All material shall be in accordance with Division 1000, Material Details, and as

specified in Sec 1048.20.2.3.

620.20.3 2.3 Construction Requirements.

620.20.3 2.3.1 Durable Intersection Pavement Markings shall be installed according to the manufacturer's

recommendations. Material used shall be from the MoDOT Qualified Products list available at MoDOT.org. A copy of the manufacturer’s installation instructions shall be provided to the engineer prior to the intersection pavement marking pre-activity meeting.

620.20.3 2.3.2 Intersection markings shall be installed in a groove when recommended by the material

manufacturer and at no additional cost to the Commission. Surface mounting is allowable when that option is listed in the manufacturer’s recommendations and the product is approved for surface mounting on MoDOT’s Qualified Products list.

620.20.3 2.3.3 Arrows, words and symbols shall be white and may be formed from one piece or multiple pieces

of preformed pavement marking material or a durable liquid marking method specifically designed for intersection marking.

620.20.3 2.4 Acceptance. Acceptance for durable intersection pavement markings shall be in accordance

with Sec 620.40.2.2.1, except that a night time visual inspection will be made in lieu of measurement of retroreflectivity. If, in the opinion of the engineer, the retroreflectivity appears to be unacceptable, measurement of retroreflectivity will be made per MoDOT Test Method TM 80 for each intersection marking.

620.20.4 Method of Measurement.

620.20.4 1 Final measurement of permanent pavement marking will not be made except for authorized changes

during construction or where appreciable errors are found in the contract quantity. The revision or correction will be computed and added to or deducted from the contract quantity.

620.20.4 2 Where required, measurement of 4-inch, 6-inch, 8-inch, 12-inch and 24-inch pavement marking will

be made to the nearest linear foot. Where intermittent lines are specified, deductions will be made for the gaps in pavement marking.

620.20.4 3 Where required, measurement of durable intersection markings will be made per each.

620.20.5 Basis of Payment.

620.20.5 1 The accepted quantity of permanent pavement marking lines and intersection markings will be paid

for at the contract unit price for each of the pay items included in the contract, except as specified in Sec

620.20.5 2.

364620.20.5.2 Payment for permanent pavement marking lines shall be adjusted based on retroreflectivity measurements per Sec 620.40.2.2.4. SECTION 620.30 DROP-0N GLASS BEADS

620.30.1 Drop-On Glass Bead Application. Drop-on glass beads shall be mechanically applied to the

pavement marking directly behind the material application guns. The glass beads shall be applied in a manner that prevents the glass bead from rolling and covering the surface of the glass bead with pavement marking material. The application shall result in approximately 60% embedment of the glass beads into the pavement marking. Glass beads shall be applied evenly and shall completely cover the painted area. If beads are not embedding properly all operations shall cease until corrective actions are made.

620.30.2 Material. All material shall be in accordance with Division 1000, Material Details, and as specified

in Sec 1048.30.

620.30.3 Type P Glass Beads. Type P glass beads shall be applied at a minimum application rate of 10 lbs. per

100 sq.ft. of surface area of pavement marking material.

620.30.4 Type L Glass Beads. Type L glass beads shall be applied at a minimum application rate of 15 lbs. per

100 sq.ft. of surface area of pavement marking material in order to achieve desired wet reflectivity characteristics.

620.30.5 Basis of Payment. No payment will be made for drop-on glass beads. The cost of providing and

placing glass beads is included in the cost of pavement marking paint and durable pavement marking.

620.40 Quality Control and Quality Assurance.

620.40.1 Quality Control. The contractor shall control and monitor the quality of the work for all temporary

and permanent pavement markings and removal.

620.40.1 1 QC for Temporary and Permanent Pavement Marking Paint. The contractor shall ensure paint

and bead applications meet all contract requirements by conducting quality control (QC) evaluations including, but not limited to, calibration of the paint and bead application guns for the predetermined striping speed before beginning pavement marking operations, periodic verification of wet mil thickness, periodic measurement of line width, monitoring of the bead application rate and visual inspections of the bead embedment, distribution and retention.

620.40.1 1.1 Initial QC evaluations shall be conducted at the start of each pavement marking operation each day

as well as at the start of marking on each type of pavement surface. Thereafter, periodic checks shall be conducted as needed to ensure quality work is maintained throughout the marking operation.

620.40.1 1.2 Air and surface temperatures shall be checked in accordance with Sec 620.20.2.4.1 at the start of

each day prior to beginning pavement marking operations.

620.40.1 2 QC for Durable Pavement Marking. All applicable QC measures in Sec 620.40.1.1 shall also

apply to durable pavement markings, as well as any additional QC measures included in the manufacturer’s recommendations.

620.40.1 3 QC for Temporary Raised Pavement Markers. Temporary raised pavement markers shall be

monitored and maintained in place as specified in the Missouri Standard Plans for Highway Construction.